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HomeMy WebLinkAboutPD 2019-0015; CARLSBAD INN MITIGATION; TEMPORARY SHORING DESIGN SUBMITTAL; 2019-07-23SHORING DESIGN GRO RECORD COPY 4-ii _flk1L July 23, 2019 Initial Date Mr. Mark Elliott Elliott Drilling Services, Inc. 1342 Barham Drive San Marcos, CA 92078 1 'T\TD JUL 3.1 N 1 LAN I/VLOFMENT ERU'G Office (760) 722-1400 Fax (760) 722-1404 JOB #19-109 Revision 1 Re: Carlsbad Inn Carlsbad, California Subject: Temporary Shoring Design Submittal Dear Mr. Elliott Upon your request, please find the temporary shoring design calculations for the above referenced project. Should you have any additional questions or comments regarding this matter, please advise. Sincerely, SHORING DESIGN GROUP; ØESS10111 P. Z5 C 80503 '4Exp. 3/31/21 jm 1*) civi Roy P. Reed, P.E. Project Engineer End: Design Calculations 7755 Via Francesco #11 San Diego, CA 921291 phone (760) 586-8121 EmaiL: rreed@shonngdesigngroup.com SHORING DESIGN GROUP Temporary Shoring Design Calculations Carlsbad Inn Carlsbad, California July 23, 2019 SDG Project # 19-109 Table of Contents: Section ShoringPlans ...........................................................................................................................................1 Load Development (Shoring Design Parameters)....................................................................................2 Soldier Beam #1-4,34-35, 70 (H=6', Max.). ............................................................................................. 3 SoldierBeam #5-8 (H=7'). ........................................................................................................................ 4 Internally Braced Soldier Beam #9-18, 24-26 (H=12'). ............................................................................ 5 Internally Braced Soldier Beam #19-23 (H=15', with Building Surcharge) .............................................6 Internally Braced Soldier Beam #27-33, 60-61 (H=15'). .......................................................................... 7 Internally Braced Soldier Beam #36-48 (H=14', with Building Surcharge). ............................................. 8 Internally Braced Soldier Beam #49-59 (H=15', with Building Surcharge). ............................................. 9 Soldier Beam #62 (H=12'). ..................................................................................................................... 10 Soldier Beam #63-64 (H=11'): ................................................................................................................ 11 Soldier Beam #65-66 (H=10'). ................................................................................................................ 12 Soldier Beam #67-68 (H=9'). ................................................................................................................... 13 Continued on Next Pane 7755 Via Francesco #11 San Diego, CA 921291 phone (760) 586-8121 Email: rreed@shonngdesigngroup.com Table of Contents (Continued): Section SoldierBeam #69 (H=8'): .......................................................................................................................14 PipeStrut Support Design: ...................................................................................................................... 15 CapWaler Design:. .................................................................................................................................. 16 Temporary Handrail Design: ........................................ . .................... ...................................................... 17 LaggingDesign: ......................................................................................................................................18 SoldierBeam Schedule: ................................................................................................. ........................19 GeotechnicalReport: .............................................................................................................................20 'Section 1 Know what's below. Call before you dig. DIG ALERTI! TWO WORKING DAYS BEFORE DIG ALL EXISTING UTILITIES MAY NOT BE SHOWN ON THESE PLANS DIG ALERT B GENERAL CONTRACTOR SMALL LOCATE B POTHOLE (AS NEEDED). ALL COSTING UTILITIES BEFORE SHORING WALL CONSTRUCTION BEGINS. STATE OF CAUFORNIA DEPARTMENT OF INDUSTRIAL RELATIONS DIVISION OF OCCUPATIONAL SAFETY AND HEALTH TRDICHIEXCAVATION PERMIT NO.____________ LEGEND T.O.W. • TOP OF SOLDIER BEAM WALL B.O.W. • BOTTOM OF SOLDIER BEAM WALL BY OTHERS - WORK OUTSIDE SHORING SCOPE (P).PROPOSED (E) - EXISTING PROPOSED IMPROVEMENTS IMPROVEMENT SYMBOL TEMPORARY SOLDIER BEAM I TEMPORARY TIMBER LAGGING SOLDIER BEAM COUNT DETAIL/SECTION CALLOIJTS 302 DFVZ TIMBER LAGGING 402 DF#2 TIMBER LAGGING 1755 VIA FRANCESCO 91 SAN DIEGO, CA 92129. (760)5B64121 1fl CITY OF CARLSBAD LAND DEVELOPMENT ENGINEERING I S"Em 17 j GRADING FLAIlS TORI CARLSBAD IIN, PHASE 2-4 THIGNIZARY ER0G ovng& DET! PEAR OR2DI9-CC2O - APPROVE JASON S. GELD(RT 6TY_DIGINEIR PE 03912 ERES 09)30/20 DATE I OWN By: .__IL._. .±II PROJECT NO. PD2019-0015 II DRARIIIG NO 518-SAl '-9 L---- CARLSBAD VILLAGE DRIVE I I RIGKT.OF.WAY-\ I I --------------- - - - - ft Irk I RlGHTOWAY -. I H , • DECLARATION OF RESPONSIBLE CHARGE I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THE TEMPORARY SHORING OF THIS PROJECT (SHEETS B-Il). AND THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF TEMPORARY SHORING AS DEFINED IN SECTION 6103 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD DOES NOT RELIEVE ME, AS ENGINEER OF WORK, MY RESPONSIBILITIES FOR PROJECT DESIGN. - - SHORING DESIGN GROUP 1755 VIA FRANCESCO, UNIT I SAN DIEGO, CA 92129 PH: (760)5$64121 G)4t.0.WAY -' DESIGN BUILD rI& Yvd?1i1 'I,—, S SHORING DATE INSPECTOR S S REVISION DESCRIPTION ODO APPROVAL I CiT APPROVAL GN WILD PLANS: R9 A 4-' - 1:70RL~ imizoi ROY P FEED B.C.E. 10503 OR 3-31-Ml DATE SHEET CITY OF CARLSBAD 1 9 LAND DC%CPUENT ENGINEERING Li!. GRADING PLANS FOR CARLSBAD INN. PHASE 2-4 IB13Y EROBRIG FUN III RIRYASSOJI FR2019-OOTO APPROVED: JASON S. DELCERT ICIlY DIGINOR FE 03912 EBRRES 09/31/20 DATE DAN BY: .....IE...... PROJECT NO. lONG NO. P RA D2019-0015 10518-3A] NOTES: I. SEE SOLDIER BEAM SCHEDULE ON SHEET 5(115 FOR SNORING ATTRIBUTES. POTHOLEIF1E1D VERIFY EXISTING CONDITIONS PRIOR TO SHORING INSTALLATION. THE GENERAL CONTRACTOR SI4AU. PROPERLY BARRICADE & PREVENT PUBLIC ACCESS ADJACENT TO THE PROPOSED TEMPORARY SHORING AND EXCAVATION. SITE FENCING 8 NOTICES TO PUBLIC ARE MANDATORY (NO EXCEPTIONS) AND OUTSIDE THE SCOPE OF SERVICES OFFERED. EXISTING TRANSFORMER & VAULT (HELD VERIFY) i -4- r•6• -f-- yr 4 SPACES 0 F-Ir O.C. • 3r4r - 5'.10 5-4• f 4 SPACES e T-r O.C. • 21.0 r-r - r.o RESORT/HOTEL LEVEL-S SHIM TIMBER BOARDS (ABOVE GARAGE) \ ABOVE GRADE AT \ SBIB FOR Lan CABIN (E) DECK GRADE -\ TOP OF GARAGE - I ( . II T.O.W.540C ____ -H- - T.O.W. - 50.00' _IE-jT . EZ3 1Eu rrrrrriw71 irrri 5812 3 5819 58110 SMII 58112 58113 58114 58815 PROFILE - LOOKING NORTH SCAM r-8 .O.W. - 54.00 PIPE STRUT 8 BEARING PLATE (SEE DETAIL 2151116) TEMPORARY SOLDIER BEAM (SEE SCHEDULE FOR SIZE) I.O.W.JOROLWAI1 B.O.W. - BOTTOM OF WALL - DESIGNATES 302 PRESSURE - - - - — - ---- TREATED TIMBER LAGGING (/ DESIGNATES 4x12 PRESSURE TREATED TIMBER LAGGING CARLSBAD VILLAGE DRIVE I - (E) GAS SERVICE &2 NOTE: FIELD VERIFY ALL UTILITIES LINE (TO BE REMOVED 8CI.EARANCES ALONG ELM OR PROTECTED IN ______ - - - - AVENUE PRIOR TO SHORING RIGHT-CF-WAY PLACE BY OTHERS) (E) FIR! PVC LINE (TO BE - - - - FABRICATION 8 INSTALLATION. (E) TRANSFORMER 8 - .....- - - REMOVED OR PROTECTED - - VAULT (FIELD VERIFY) - - 1 IN PLACE BY OTHERS) - - - - - - - - - - - - -_- -_- - L - SHIS SHIS 4r 'jfflj-(E) RETAINING WALL I (E) WATER METER 8 F LINE (TO BE REMOVED PROPOSED TEMPORARY I OR PROTECTED IN SHORING (TYPICAL) SH13 ] kL= PLACE BY OTHERS) - - - - - - - - - J 110 1UTRKE SRESTAURANT It SHIS - NOTE: GENERAL CONTRACTOR SHALL REMOVE - - - PIPE BRACE r4. PORTIONS OF WOOD DECKING (AS REQUIRED) (SEE DETAIL 215H16) a EXPOSE EXISTING TREE ROOT BALL WITH A III "I uCENSWAMoRIST.ADomoNALSHORING (I I I I MEASURES MAY BE REQUIRED DEPENDENT ON EXISTING PARKING STRUCTURE -. . I I I ( ROOT STRUCTURE LOCATION 8 DRILliNG I CLEARANCES (FIELD DETERMINE). I (TO BE REMOVED) HIM I I (E) WOOD DECK -x?--k :-----—c.)— SHIS 151 I I •_•J II 11-1 i.) SHORING DESIGN GROUP 0 7755 VIA FRANCESCO #1 SAN DIEGO, CA 92129, (760)586-8121 "AS BUILT" PEE DIF. ___________ DATE REVIEWED BY NOTES: SEE SOLDIER BEAM SCHEDULE ON SHEET SHIS FOR SHORING ATTRIBUTES. POTHOLE/FIELD VERIFY DUSTING CONDITIONS PRIOR TO SHORING INSTALLATION. THE GENERAL CONTRACTOR SHALL PROPERLY BARRICADE IS: PREVENT PUBLIC ACCESS ADJACENT TO THE PROPOSED TEMPORARY SHORING AND EXCAVATION: SITE FENCING ft NOTICES TO PUBLIC ARE MANDATORY (NO EXCEPTIONS) AND OUTSIDE THE SCOPE Of SERVICES OFFERED. T__ NOTE: GENERAL CONTRACTOR SHALL REMOVE - PORTIONS OF WOOD DECKING (AS REQUIRED) = = ft EXPOSE EXISTING TREE ROOT-BALL WITH A - UWISED AR30915T. ADDITiONAL SHORING MEASURES MAY BE REQUIRED DEPENDENT ON - - ROOT STRUCTURE LOCATION ft DRILLING CLEARANCES (FIELD DETERMINE). EXISTING TREE- - -. PROFILE - LOOKING EAST SCALE:1-E STM I WALL TIMBER CRIBBING I ((SEEDETAIL7/51416) = s1- i- CAPE WALER SUPPORT (SEE DETAIL$#SHI6) ADDS RESTAURANT L.LJ 1 . I EXISTU4GPARXINGSTRUCTURE I I I fl.j I 11 'I - fl I P i - C4;;4 + SCALE: r-r C 8050) 712312019 ROY P.0900 LU. 00903 E. 3•31•2021 DATE 7•4• SPACES 0 74r D.C. 13 -W ' 13 SPACES 8-•oO.C.-1o4-r CORNER STRUT TIM3LR CRIBBING AT F1DEIS RESTAURANT i-TOP Of GARAGE j CONTRACTOR SHALL TEMPORARILY SLOPE I (SEE DETAIl. 315H16) ELEVATOR (SEE f ,-EXISI1KG GRADE (7 - 54Of) / IN CONFORMANCE WITH G(OTECHNICAL -v----- —(E) DETAIL 7!SHI6) DECK GRAD( "- - —I /-DETAILBISHIb) =CAP WALER I I I i / I & 0514* REQUIREMENTS (BY OTHERS) I I iw'oruinmr i s T.O.W. - 57.DE I T.O.W.017 J_.I -56.oa yr - - - - - T.O.W.-54.W T.0.W.-54.Of 4 SHI PIPE STRUT & BEARING _JZ -----TEMPORARY SOLDIER BEAM LjHrH I B.O.W. (SEE SCHEDULE FOR SIZE) I JrT i , SB#I5 SBI16 58117 SB#Il 58819 53820 J 58824 SB#25 58826 58827 58828 58829 58830 58831 58832 58833 U u LEGEND: 5 34 T.O.W.-TOROF_WALL B.O.W. • BOTTOM OF WALL •-. - ---- DESIGNATES302PRESSURE - - TREATED TIMBER LAGGING ///TR / //// DESIGNATES 4x12 PRESSURE EATED TIMBER LAGGING Comm IPORARFLY SLOPE IN CONFORMANCE VMN GEMCHNW-#.L & OSHA REQUIREMENTS (BY OTHERS) SHORING MPICAL) (E) fff _ 10Th : L PIPE BRACE. I EXISTING STORAGE ROOM Al = = ftL i-I - SHORING DESIGN GROUP "AS BUILT" I L rju— . ________ CEP. ___________ DATE RE'AERED BY. - 7755 VIA FRANCESCO II 11111 SAN DIEGO. CA 82129, (760)586.8121 INSPECTOR . DATE SHEET MY OF CARLSBAD IsH 10 LAND DCbV..OPMENT ENGINEERING LI.!.. CR60000 FLAIlS FOR: CARLSBAD INN, PHASE 2-4 imam= simme PWI ft ImAmm 0R2019-0C20 APPROVED: JASON S GELOERT OTT DILutER Pt 53912 OPRES 09/30120 DAlE B._JB__ [b PROCT NO. PD2019-0015 II518-31 DRARING N REVISION DESCRIPTION um I Iww [U I I I I I ri-i IN'I IOI II 0 Z IiI 0 III I i Q L_LJ =_•i I L:.irr Pd 0 1O SPACES r.00.C..8U.O I r PIPE STRUT & BEARING . rPUTE (SEE DETAIL WHIG) .- . . . . ---I I i•y•. CONTRACTOR 5I4jj TEMPORARILY SLOPE :53.W - - - -. .-. -. ._.._-__ _-._ - IN CONFORMANCE WITH GEOTECHNICAL CORNER STRUT _1 . ._ . . . SOW. (SEE DETAIL 3151116) "W SHIS . - . - T.O.W. • 44.W SBRW 58261 j I I I I I I I I U II II II I I U U sas U 58263 58164 2O.w . - . .. 51162 .T 0 W - TOP OF WlI. . . . . 200UL NOTES: SEE SOLDIER BEAM SCHEDULE ON SHEET SiftS FOR SHORING ATTRIBUTES. POTHOLE/FIELD VERIFY EXISTING CONDITIONS PRIOR TO SHORING INSTALLATION. THE GENERAL CONTRACTOR SHALL PROPERLY BARRICADE B PREVENT PUBLIC ACCESS ADJACENT TO THE PROPOSED TEMPORARY SHORING AND EXCAVATION. SITE FENCING a NOTICES TO PUBUC ARE MANDATORY (NO EXCEPTIONS) AND OUTSIDE THE SCOPE OF SERVICES OFFERED. 'U I. SO.00, PROFILE - LOOKING SOUTH SCALE: 1-f B.O.W. • BOTTOM OF WALL DESIGNATES 302 PRESSURE TREATED TIMBER LAGGING 0 - - - (E) TRANSFORMER -' (TO BE RELOCATED \ -. - - PRIOR TO SHORING .. INSTALLATION) / / 60 19Y. , ..-PIPE BRAM TYP.( SHI6 I (SEED(TA1L215H16) SB6Ti1f4 OAK AVE.NOTE: VERIFY 1UT1ES ft CLEARANCES ALONG OAX AVENUE PRIOR TO SHORING FABRICATION B INSTALLATION. (E)SIDEWAIX £.Of.WAY — — — —-'--- — — — J I . r PROPOSED TEMPORARY SHORING (TYPICAL) - = .. 1 I L.6J RXIST1N STORAGE ROOM 24 panNO PARKING SHORING DESIGN GROUP RESORT HOTEL M755 kVIA ibasco #1 (4; ______ 'V SAN DIEGO, CA 92129. D09IGNRIMDPUI SCALE: 1"-r I I I I I I ;. flg 5••••9 C10503 _________________________ _____ DATE VffM ROY P. RID R.C.E. 80103 op. 3-31-2021 DATE REVISION DESCRIPTION "AS BUILT" RE ________ EW. ___________ DAlE REVIEWED BY: INSPECTOR DATE CFrY OF' CARtS AD I' 12 LAND DEVELOPMENT ENGINEERING 11J.! GRADING PLANS FOR CARlSBAD INN. PHASE 2-4 1R6RY 0E0 PUll 8 RIJVAIRIN 2O19-0O2D APPROVED: JASON & GELCERT OTT D4GINETR FE 83912 on= 09/20/20 DAlE 06W BY: ...JL..... om a RR 11 PROJECT NO. PD2019-0015 ORARING N 518-Ski ordM MMVOL I OTT APPROVAL HOTEl. ROOMS 40' 50.W__________ (F) PARKING GARAGE STORAOT ROOM - (VARIES) flOWS RESTAURANT J PIPE BRACE____________ (SEE 2lSHl6) HOTEL ROOMS 0' 6O0_II___ --6O ,-PARKING STALLS SHEET I CITY OF CARIS AD 1 13 LAND DEVELOPMENT ENONEERINC LI!... (.RADINC PLANS FOR: CARLSBAD INN, PHASE 2-4 TIMPOIRAW1 811011010 ORDM SOCIMM 1R2010-0020 APPROVED: JASON S. CELDERT OTT DIONEER FE 03912 OPS 00/loflo DATE DIAl BY: _1L 1 PRO.CCT NO. PD2019-0015 DRARING NO 518-SA] DOW WILD PLANS: J& % 1e' n 41 - 0 c 80=03 712312019 ROY P. REED R.C.E. 80503 OP. 3•31-2011 DATE I..--------. —TEMPORARY S .- OLDIER BEAM I ( (SEE SCHEDULE FOR SIZE) ORARY SOLDIER BEAM SCHEDULE FOR SIZE) 30.W NOTES: I. POThOI.E/F1ELD VERIFY AU. ERISTING a PROPOSED IflhLI11(S PRIOR TO SHORING INSTALLATION. 2. SEE SOLDIER BEAM SCHEDULE ON SHEET IS FOR SHORING ATTRIBUTES. SHORING SECTION ALONG ELM AVENUE S(ft3 N.T.S. AM 39-09- NOTES: I. POTHOLE/FIELD VERIFY ALL EXISTING B PROPOSED UTILITIES PRIOR TO SHORING INSTALLATION. 2. SEE SOLDIER BEAM SCHEDULE ON SHEET 15 FOR SHORING ATTRIBUTES. 2 SHORING SECTION ADJACENT TO FIDEL'S RESTAURANT Sf13 N.T.S. SHOEING DESIGN GROUP 0 7755 VIA ERANCESCO $1 SAN DIEGO, CA 9209, (760)5864121 PARKING STALLS cant _40.00 -TEMPORARY SOLDIER BEAM (SEE SCHEDULE FOR SIZE) ____ ___ —3O LM TEMPORARY SOLDIER BEAM (SEE SCHEDULE FOR SIZE) 4O,.. -. ----B.- (El PARKING GARAGE FSWTI CITY OF CARLSBAD 14 11 LAND DEVELOPMENT INcuuvs 17 GRADING PLAID FOR: CARLSBAD INN. PHASE 2-4 I0RBRY 11E03010 C101111 nww GR2O1O-0020 APPROVED. JASON iL GELCERT DIV OIINIOR FE 03912 DlS 09/30/20 DAlE DAlI BY. JB PROJECT NO. ORAIONG NO. PD2019-0015 518-3A1 DESIGN BUILD PLANk ng S 7m19 ROY P. REED R.C.E. 80503 Dl. 331•2021 DATE NOTES: I. POTHOLE/FIELD VERIFY ALL EXISTING & PROPOSED UTILITIES PRIOR TO SHORING INSTALLATION. NOTES: I. POTHOLEIFIELD VERIFY ALL. EEISTING It PROPOSED UTILITIES PRIOR TO SHORING INSTALLATION. Z. SEE SOLDIER BEAM SCHEDULE ON SHEET 15 FOR SHORING ATTRIBUTES. 2. SEE SOLDIER BEAM SCHEDULE ON SHEET IS FOR SHORING ATTRIBUTES. SHORING SECTION ALONG RESORT HOTEL 2 SHORING SECTION ALONG OAK AVENUE SHI4 N.T.S. SHI4 N.T.S. SHORING DESIGN GROUP k1b 7755 VIA FRANCESCO $1 SAN DIEGO, CA 92129, (760)556-5121 BEARING ,-ORILL SHAFT (SEE BEAM SECTIONS FOR WKFILL MATERIAL) I I. TIMBER LAGGING CHIP SLURRY FOR BACK - ::•: (SEE ELEVATIONS) LAGGING PLACEMENT SOLDIER SEMI l (MIN.) BEARING 3 LAGGING OFFSET DETAIL (AS REQUIRED) SKIS N.T.S. SOLDIER BEAM SCHEDULE - From To Bourn loom loom Qrj loom IsoMo. - Buboot T39. Mmm SAmmA IMIoJt H To. Dopth D ThUI &411 DvPlh H.D To. Diomotm' D:I,aft IX Thpbum ToSt,vt91 Si Dislarvat fromSth&tll 66Sshmdo Si - . ft - ft - ft In ft ft I I I W 12*26 caftwsver 5.0 10.0 10.0 24 2 4 • 3 W *2*26 CooBgom 6.0 10.0 160 74 5 7 • 3 W 12*20 Cu6Io.m 7.0 11.0 16.0 24 8 I I W14*31 Cantlorm 11.0 13.0 24.0 24 - - 9 15 10 W 12 x 26 PIp. Biw 11:0 8.0 19.0 24 0.50 10.5 19 20 • 2 W14x31 Pipe grow 11.0 8.0 - 19.0 24 0.50 *0.5 21 21 I W 14*31 PIp. O* 14.0 8.0 22.0 24 0.50 13.5 22 23 2 W 14*31 Pipe &urn 15.0 8.0 23.0 24 1.10 13.5 24 26 3 W 12 *26 Pipe O*oo 12.0 6.0 - 20.0 24 1.50 *0.5 27 29 3 W14o34 PIp.O* 13.0 8.0 11.0 24 2.50 10.5 30 33 4 W 14*34 Pipe &000 - 14.0 8.0 32.0 24 3.10 10.5 34 35 2 W 14*34 CooBorm . *0.0 15.0 24 - 36 42 7 W14*34 Pipe grow 13.0 8.0 21.0 24 2.09 *1.0 43 43 1 W 14*34 Pope Bra ce 13.0 8.0 11.0 24 0.10 12.5 44 48 5 W *4.34 PIp.&boo . 13.0 6.0 11.0 24 2.50 10.5 49 50 2 W14x31 PI p.&.00 13.0 6.0 23.0 24 2.50 *2.5 31 59 9 W 14*36 PIp. &000 • 14.0 6.0 22.0 24 1.10 11.5 60 61 2 W 14*34 PIp. Boo 14.0 6.0 22.0 24 1.30 12.5 62 61 1 W I9x60 candaver 12.0 *8.0 30.0 24 - 63 64 2 W 18*50 CwiBwu 11.0 . 17.0 26.0 24 65 66 • 2 W *6.40 Cantitsover 10.0 15.0 23.0 24 - 67 61 2 W 14*31 CioBorm 9.0 *4.0 23.0 24 69 69 1 W 14*30 CanB.ve 8.0 12.0 20.0 24 70 70 • I W 12.26 CandLower 5.0 10.0 15.0 24 - - SHORING DESIGN GROUP qlab 7155 VIA FRANCESCO 01 SAN DIEGO, CA 92129, (760)5164121 SHEET I CITY OF CARLSBAD 15 LAND DEVELOPMENT ENGINEERING 1 17 GRADING PItIES FOR CARLSBAD INN, PHASE 2-4 IR6BY BE01D DZT.4flB B BUIl CR2111I-0020 APPROVED: JASON S. OCLOERT OTT DIDIIOR FE 63912 EFE5 09/20/20 DAlE OWA BY: .....1L..... PROJECT NO. DRARING MCi. CKKO g -:±z PD2019-0015 618-3AJ RVIND SAFETY CABLE RAILING, PER -.., CAI.-OIISA REQUIREMENTS (TYP., AROUND ENTIRE SHORED PERIMETER, SEE DETAIL 6/SHI6) 4T (MIN.) SEE ELEVATION FOR SPACING DRILL SHAFT (SEE BEAM SOLDIER BEAM SECTIONS FOR BACKFILL Ffl.LVOIDS BEHIND LAGGING wTH LEAN CONCRETE TIMBER LAGGING (SEE ELEVATION) \-TIMBER LAGGING (lAIN.) \-20d COMMON NAIL FOR LAGGING (SEE ELEVATIONS) .1 REARING INSTALLATION (TYP., AS RE(rD) ..1.5 SACK SLURRY SHAFT tfMCKI1LI. (T.O.W. TO B.O.W) 2 SOLDIER BEAM PLAN DETAIL (TYPICAL) tLi ... 51115 - 2,500 PSI CONCRETE SHAFT BACKFiLl. (8.O.WTO PILE TIP) F.SOLDIM BEAM I. (SEE SCHEDULE FOR SIZE) •- .. - NOTES: I. FIELD VERIFY ALL COSTiNG & PROPOSED STRUCTURES PRIOR TO SHORING INSTALLATION. 2. SEE SOLDIER BEAM SCHEDULE ON SHEET IS FOR VARIABLES 'or &W. 9i TEMPORARY CANTILEVERED SOLDIER BEAM (SB#I-8, 34-35, 62-70) 51115 N.T.S. SOLDIER M LOG CABIN CORNER DETAIL SKIS N.T.S. LAGGING EVATTON) DRILL SHAFT (SEE BEAM - SECTIONS FOR BACKFILL MATERIAL) 4 TIMBER LAGGING DIAGONAL SUPPORT DETAIL SKIS N.T.S. TIMBER -ol LAGGING LOG CABIN CORNER - L3x3xI/4 WITh I/2"xr LAG SCREWS Ii' O.C. (BOTH LEGS) 5-I0 (MAIL) 20d COMMON NAIL F( INSTALLATION 114 PER DRILL SHAFT (SEE BEAM SECTIONS FOR BACKFiLL MATERIAL) r(WJH.) TIMBER LAGGING (SEE ELEVATIONS) DRILL SHAFT (SEE BEAM SOLDIER BEAM SECTIONS FOR BACKFILL MATERIAL) 4/ T 6 CIA. SCN40S DESIGN BlED P1416 PIPE STRUT CENTER PIPE 1 BEARING 174 ON WEB j ng t E'l ANGLE IRON CONNECTION (SB#15) SKIS N.T.S. TIMBER LAGGING (SEE ELEVATION) OUTSIDE CORNER DETAIL (AS REQUIRED) SKIS N.T.S. 7m12019 ) V((EXP•JL112L lk NOT P. PIED I.C.C. 00903 E. 3.31.2021 DATE SHOEING DESIGN GROUP 0 7755 VIA FRANCiSCO WI SAN DIEGO, CA 92129, (760)586.6121 SOLDIER BEAM, (SEE SCHEDULE) BOTH SIDES © CAP WALER DETAIL (SB#23-26) N.T.S. SAFETY CABLE RAILING, PER-s. (2) 3x12 DF#I2 TIMBER CALOHSA REQUIREMENTS \ BOARDS x 24 LONG (TYP., AROUND ENTIRE SHORED CENTERED ABOUT PIPE PERIMETER, SEE 61SH16) (E) SPANCRETE PLANK 4T(MIN.) -\ PIPE BRACE WHERE NOTED-\ _______ $ EXISTING GRADE (SEE DETAILS 2 ft 7151116) \ - --i (TOW,SEEE11VATtON)- I FF54.007 24"] 17 r7 2 <CENTERPIPE \It~sm ON FLANGE Hi H TIMBER LAGGING (SEE ELEVATION! EXISTING GARAGE5. RJ =BAcK LAG WE SPECIFIED) EXISTING GARAGE-... II WALL : WALL (SwIcRu 7' 15 SLURRY SHAFT - :flBACIIP1LL(T.O.W.TOB.O.W) B.O.W. 2,500 PSI CONCRETE SHAFT BACI(F1U. (B.O.W TO PILE TIP) 'D• SOLDIER BEAAk TYPICAL (SEE SCHEDULE FOR SIZE) CENTER PIPE ON PLATE c VMIN(TVP.) _____ D SCH4O PIPE STRUT 5minir PLATE PLATE I ' I. MIN(TYP.) (DRY PACK PLATE TIMBER) 11 6' DI& SCH 40AGAINST PIPE STRUT WIDE FLANGE BEAM TOP ft BOTTOM 2 BEARING PLATE WALL CONNECTION DETAIL (TYPICAL) SHI6 N.T.S. SOLDIER BEAM- (SEE SCHEDULE) © CORNER BRACE PLATE CONNECTION (SB#19-20, 38-39, 59-60) N.T.S. sir THICK PLATE 2' rm.) -*W r - -- - PIPE BRACE ASSEMBLY TABLE ACCESS HOLE- (AS REQUIRED) SOLDIER BEAM PIPE STRUT. WALL ANCHORSSLAB ANCHORS DIA. EMBED -6-314' EMBED • 3-112' 58636, 41-42 6 SCM. 40S 3/4' HILT1 H1170 314' HILT1 RESOO EPDXY ANCHOR V3 EPDXY ANCHOR SB#37 ft 40 41 i--:. 80S 3/4' HILTI Hfl70 11*• EPDXY ANCHOR NOTES: I. FIELD VERIFY ALL EXISTING ft PROPOSED STRUCTURES PRIOR TO SHORING INSTAUAT1ON. 2. SEE SOLDIER BEAM SCHEDULE ON SHEET 15 FOR SOLDIER BEAM ATTRIBUTES. TEMPORARY CANTILEVERED SOLDIER BEAM (TYPICAL) 51(16 N.T.S. PIPE BRACE (SEE TABLE) EPDXY ANCHORS (4 TOTAL) SEE TABLE L2ax3/6 ANGLE IRON ATOP• EACH SOLDIER BEAM MEMBER 2' BEARING PLATE PLAN VIEW NOTES: PLACE BEARING PLATE CII PATIO WALL AT SAME BEAM-PIPE ELEVATION FIELD VERIFY PLACEMENT PRIOR TO FABRICATION. 4 PATIO WALL PIPE BRACE SUPPORT DETAILS (SB#36-37, 40-42) SNI6 N.T.S. NOTES: 1. REFER TO AWS DI.1 PREQUAUFIED WELD DETAIL FOR SPECIFICATIONS. 2. NO CHEMICAL TESTING REQUIRED FOR TEMPORARY WELD APPLICATION. s FULL PENETRATION SPUCE DETAIL (AS REQUIRED) 51(16 6 44' (2)3xl2DF62'-1 TIMBER BOARDS I 316-Inch 0 WIRE ROPE T I FROM SBD2I-231 2' 3 * ALONG ENTiRE SHORING 21" PERIMETER (TIP.) CENTER PIPE 1/4 L.6'WALL (TYPICAL) EACH li4 V <ON PLATE EXISTING GARAGE-5,, I1IVFh___________ (SEE SCHEDULE) DRILL SHAFT ( 00 / \—r DIA. SCH4O SECTION FOR BACICF1U. 5/rxlrxl2 PLATE PIPE STRUT $fTi) (DRY PACK PLATE AGAINST TIMBER) O CAL-OSHA GUARDRAIL DETAIL (7\ BEARING PLATE WALL CONNECTION DETAIL (SB#22) N.T.S. kt,6) N.T.S. DESM BUILD PLANS: I'ng '- CITY OF CARLSBAD 16 I I LAND DERELOPMENT ENDNELRING 17 GRADING PLANS FOR CARLSBAD INN, PHASE 2-4 Touvamr OROSINGAD 0R2019-0020 APPROVED: JASON S. GELDERT OTT QWKW FE 03912 VPMES 09/30/20 DAlE DM1 BY: _39__ PRO.ECT NO. PD2019-0015 CRANING NC, 518—j C 8VA3 3131121J 7m12019 ROY P. No R.C.E. $0503 EV. 3-31-2021 DATE GENERAL NOTES I. CONSTRUCTION PLANS AND CALCULATIONS CONFORM TO THE REQUIREMENTS OF THE 2016 CALIFORNIA BUILDING CODE. TEMPORARY SHORING CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF THE STATE OF CALIFORNIA CONSTRUCTION SAFETY ORDERS (CALOSHAI. HEAVY CONSTRUCTION LOADS SUCH AS CRANKS, CONCRETE TRUCKS OR OThER LOAD SURCHARGES HOT IDENTIFIED IN THE IDESIGM CRITERUC, WILL REQUIRE ADDITIONAL ANALYSIS a FURTHER RECOMMENDATIONS. NOTIFY THE SHORING R SOILS ENGINEER. ANY SURCHARGE NOT ACCOUNTED FOR IN THE SHORING DESIGN SHOULD MAINTAIN A MINIMUM SETBACK EQUAL TO 'IF, WHERE 'H' EQUALS THE HEIGHT Of THE RETAINED SOIL ALL TEMPORARY SNORING ELEMENTS DEPICTED WITHIN THESE DRAWINGS ARE LIMITED TO A MAXIMUM SERVICE LIFE OF ONE II) YEAR. AT THE DID OF THE CONSTRUCTION PERIOD, THE DUSTING OR NEW STRUCTURES SHALL HOT RELY ON THE TEMPORARY SHORING FOR SUPPORT IN ANYWAY. S. AN UNDERGROUND SERVICE ALERT MUST BE OBTAINED 3 DAYS BEFORE COMMENCING ANY EXCAVATION. THE OWNER OR THE REGISTERED PROFESSIONAL IN RESPONSIBLE CHARGE ACTING AS THE OWNERS AGENT SMALL EMPLOY ONE OR MORE APPROVES AGENCIES TO PERFORM INSPECTIONS DURING CONSTRUCTION. THE GENERAl. CONTRACTOR IS RESPONSIBLE FOR ALL INSPECTION SERVICES. TESTING It NOTIFICATIONS. S. ALL PERMITS SMALL BE PROCURES AND PAID FOR BY THE OWNER OR GENERAL CONTRACTOR. 9. ALL MONITORING PROVIDED IN THESE PUNS HEREIN, SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. ID. TEMPORARY SHORING IN THESE PUNS HAS BEEN ALIGNED WITH RESPECT TO THE DUSTING It PROPOSED FEATURES, AS PROVIDED. ACTUAL FIELD LOCATION OF THE SHORING WALL SHALL BE ESTABLISHES USING ACCURATE HORIZONTAL CONTROL it COORDINATES TO FOLLOW THE PLANNED LOCATION Of THE PROPOSED IMPROVEMENTS. REPORT ANY VARIATIONS TO THE ENGINEER OF RECORD PRIOR TO COMMENCEMENT OF WORK. THE GENERAL CONTRACTOR OR OWNER SHALL LOCATE ALL DUSTING UTiLITIES AND STRUCTURES PRIOR TO EXCAVATION AND THE INSTALLATION OF SHORING. THE GENERAL CONTRACTOR SHALL CONFIRM THAT THE PROPOSES SHORING DOES NOT CONFLICT WITH FUTURE IMPROVEMENTS PRIOR TO INSTALLATION. THE GEOTECHNICAL ENGINEER OF RECORD SHALL REVIWE a VERIFY THAT THE PROPOSED TEMPORARY SHORING CONFORMS TO THE SPECIFICATIONS OPINE APPROVES SOBS REPORT. THE GENERAL CONTRACTOR SHALL PROVIDE MEANS TO PREVENT SURFACE WATER FROM ENTERING THE EXCAVATION OVER THE TOP OF SHORING BULKHEAD. IS. INSTALLATION OF SNORING AND EXCAVATION SHALL BE PERFORMED UNDER CONTINUOUS OBSERVATION AND APPROVAL OF THE GEOTECHNICAL ENGINEER AND AUTHORITY HAVING JURISDICTION. ALTERNATIVE SHAPES, MATERIAL AND DETAILS CANNOT BE USED (INLETS REVIEWED AND APPROVED BY THE SNORING ENGINEER. IT SHALL BE THE GENERAL CONTRACTORS RESPONSIBILITY TO VERIFY ALL DIMENSIONS, TO VERIFY CONDmONS AT THE JOB SITE AND TO CROSSCHECK DETAILS AND DIMENSIONS WITHIN THE SHORING PUNS WITH RELATED REQUIREMENTS ON THE ARCHITECTURAL. MECHANICAL, ELECTRICAL AND ALL OTHER PERTINENT DRAWINGS BEFORE PROCEEDING WITH CONSTRUCTION. IS. ALL GRADING It EXCAVATIONS PERFORMED FOR THE PROPOSED TEMPORARY SNORING AND/Olt PROPOSED STRUCTURE, IS OUTSIDE THE SCOPE OF SERVICES PROVIDED HERON. GENERAL CONTRACTOR IS RESPONSIBLE FOR CONDUCTING SITE EARTHWORK IN CONFORMANCE WITH GEOTECHNICAL RECOMMENDATIONS. THE GENERAL CONTRACTOR SHALL PERIODICALLY MONITOR THE FACE OF SHORING AS THE INSTALLATION PROGRESSES. THE SURVEY DATA SHALL BE REDUCES, INTERPRETED AND TRANSMITTED TO THE SHORING ENGINEERING. IF IN THE OPINION OPINE SHORING ENGINEER, MONITORING DATA INDICATES EXCESSIVE MOVEMENT. ALL SHORING WORK SHALl. CEASE UNTIL THE SHORING ENGINEER INVESTIGATES THE SITUATION AND MAKES RECOHADIDAIlONS FOR REMESIATION OR CONTINUING. IN ADDITION, THE SURVEY DATA WILL BE USED BY THE SHORING CONTRACTOR TO MAINTAIN ALIGNMENT OF THE SHORING FACE. CANTILEVERED SHORING INSTALLATION PROCEDURE I. FIELD SURVEY DRILL HOLES R SHORING ALIGNMENT ACCORDING TO WALL DIMENSIONS A DATA SHOWN OR AS APPROVES BY THE SHORING ENGINEER. DRILL VERTICAL SHAFTS TO THE EMBEDMENT DEPTH AND DIAMETEBS SHOWN. AU.OWABLE PLACEMENT TOLERANCE SHALL BE TIN OR r OUT OR AS OTHERWISE AUTHORIZED BY THE SHORING ENGINEER. INSTALL SOLDIER BEAMS ACCORDING TO THE DETAILS a SPECIFICATIONS SHOWN IN PLAN. IF NECESSARY, CASING OR OTHER METHODS SMALL BE USED TO PREVENT LOSS OF GROUND OR COLLAPSE OF THE HOLE. START EXCAVATION AFTER CONCRETE HAS CURED FOR A MINIMUM OF (3) THREE DAYS AND HAS REACHED MINIMUM DESIGN STRENGTH. S. INSTALL LAGGING BETWEEN INSTALLED SOLDIER BEAMS IN LIFTS NO GREATER THAN 4-Q' OR AS OTHERWISE AUTHORIZES BY THE GEOTECI*IICAL ENGINEER. BACKFILL ALL VOIDS BEHIND LAGGING WITH LEAN CONCRETE AS SPECIFIED IN THE DETAILS HEREIN. REPEAT STEPS 5-6 UNTIL BOTTOM OF EXCAVATION IS REACHED. B. ALL EXCAVATIONS SHALL BE LAGGED AND BACKF1U.ED BY THE DID OF EACH WORJIDAY. NO EXCAVATIONS SHALL BE LEFT DIPOSED OR WITHOUT BACKFILL TEMPORARY MONITORING OF EXISTING UTILITES & IMPROVEMENTS I. MONITORING SHALL BE ESTABLISHED AT THE TOP OF SOLDIER BEAMS SELECTED BY THE OIGITE GEOTECHNCIAL REPDITATIVE AND SHORING ENGINEER AT INTERVALS ALONG THE WAIL AS CONSIDERED APPROPRIATE. AT A MINIMUM, MONITORING POINTS SHALL SE PLACED ON THE TOP OF SOLDIER PILES, l"0' BELOW STRUTS AND ON ADJACENT BUILDINGS, APPROXIMATELY 3T-7 D.C. THE FREQUENCY AND ACCURACY OF READINGS SHALL CONFORM TO THE RECOMMENDATIONS INCLUDES IN THE APPROVED REPORT. THE GENERAL CONTRACTOR SHALL RETAIN A LICENSED ENGINEER OR SURVEYOR TO MONITOR THE SHORIIIGISTTE SURVEY POINTS AS THE EXCAVATION DESCENDS ON A WEEKLY BASIS THE GENERAL CONTRACTOR SHALL PERFORM A PRE-CONSTRUCTIONIBASELJNE SURVEY INCLUDING PHOTOGRAPHS a VIDEO OF THE SITE A NEIGHBORING CONDITIONS IN THE VICINITY OF THE WAIL. MAIUWAJM THEORETICAL SOLDIER BEAM DEFLECTION AT THE TOP 50.25-INCH WHERE BRACED (BUILDING SURCHARGE), AND I.INCH ELSEWHERE. IF THE TOTAL CUMULATIVE HORIZONTAL OR VERTiCAL MOVEMENT (FROM START Of CONSTRUCTION) EXCEEDS ThIS LIMIT, ALL EXCAVATION ACTIVITIES SHALL BE SUSPENDED AND INVESTiGATED BY THE SHORING ENGINEER FOR FURTHER ACTIONS (AS NECESSARY). MATERIAL SPECIFICATIONS STRUCTURAL STEEL STRUCTURAl. STEEl. (WIDE FLANGES) SHALL CONFORM TO THE REQUIREMENTS ASTM A.lfl OR ASTM A-992 (GRADE SO). MISCELLANEOUS STEEL (BLARING PLATES) SHALL CONFORM TO THE REQUIREMENTS OF ASTM A-36, ASTM A5fl (GRADE 50) OR ASTM A-992. TRENCH PLATES OWING) SHALL CONFORM TO THE REQUIREMENTS TO ASTM A.36. PIPE STRUTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A53 GRADE B (35KS1). STRUCTURAL R LEAN CONCRETE A. STRUCTURAL CONCRETE: STRUCTURAL CONCRETE (DRILL SHAFT TOE BACKFILL) SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,5OOPSI AT 28-DAYS. CONCRETE MIX SHALL BE IN ACCORDANCE WITH 20I6CBC 1905.3 TO MEET THE FOLLOWING: MAXIMUM 1-INCH HARDROCK CONCRETE CONFORMING TO ASTM C-33. TYPE II NEAT PORTLAND CEMENT CONFORMING TO ASTM C-ISO. SU,IMP FOR WET HOLE -r a 44' DRY HOLES. B. LEAN CONCRETE (SLURRY FOR SOLDIER BEAM SHAFT BACKFILL) 1. LEAN SAND SLURRY MIX SHALL CONTAIN A MINIMUM OF 1.5 SACKS TYPE II CEMENT PER CUBIC YARD. C. DRY PACK GROUT I. ONIMRJNK GROUT DRY PACK SHALL CONFORM TO THE REQUIREMENTS OF ASTM C-110749 AND HAVE A MINIMUM 25-DAY COMPRESSIVE STRENGTh OF 4,00OPSI. TIMEER I. UMBER LAGGING SHALL BE ROUGN SAWN DOUGLAS FIR LARCH NO. 20K BETTER. TIMBER LAGGING SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPA UI USE CATEGORY 40L WELDING I. ELECTRIC ARC WELDING PERFORMED BYQUALIFIEDWnam USING ElDER ELECTRODES OR CONTiNUOUS WIRE PEED. 2. SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDING. INTERNALLY BRACED INSTALLATION PROCEDURE A. INSTALLATION SEQUENCE: I. COMPLETE INSTALLATION STEPS 14 OUTLINED IN CANTTLLYERED SNORING INSTALLATION P*OCEDURr. 2. CONTINUE EXCAVATION A LAGGING LIFTS TO DEPTH NO FURTHER THAN TWO (2) FEET BELOW THE PROPOSED STRUT ELEVATION. NOTE: ALL EXCAVATIONS SHALL BE LAGGED AND SACKFIU.ED BY THE END OF EACH WORKDAY. NO EXCAVATIONS SHALL BE LEFT DIPOSES OR WITHOUT BACKFILL. VERIFY THE ELEVATION OF THE GARAGE SPAIICIIETE DECK. PROPOSED PIPE STRUTS ARE TO BEAR AT THE DUSTING DECK TO WALL CONNECTION. INSTALL TEMPORARY PIPE STRUT AS SHOWN IN THE SPECIFICATIONSIDETAJLS HEREIN. NOTE SHORING SHALL NOT BE SUBJECTED TO THE INTERMEDIATE CONSTRUCTION STAGE FOR MORE THAN 104)AYS PRIOR TO THE Pt.ACEMDIT OF A STRUT. IF 10-DAYS ARE EXCEEDED, THE CONTRACTOR SHALL BACKFILL It RE-ESTABLISH LEVEL GRADES. S. DRY PACK BLARING PLATE AGAINST DUSTING GARAGE WALL. INSTALL SUPPLEMENTAL BRACES AT PATIO WALL AS SPECIFIED HEREIN. 6. CONTINUE EXCAVATION a LAGGING IN 4-(r LIFTS UNTIL BOTTOM OF EXCAVATION IS REACHES. ALL DICAVATTONS SHALE. BE LAGGED AND BACKFILLED BY THE DID OF EACH WORKDAY. NO ERCAVATIONS SHALL BE LEFT DIPOSED OR WTTHOUT BACKFILL. USE OF PROPOSALS & DESIGNS THE CONSTRUCTION OF THE WORK UTILIZING THESE OESIGN4UILD PLANS SHALL BE PERFORMED ONLY BY ELLIOTT DRILLING SERVICES. OWNER AND!OR CONTRACTOR SHALL HOT USE OR CONTROL THE DESIGNS WITHOUT THE PRIOR WRITTEN CONSENT OF All AUTHORIZED REPRESENTATIVE OF ELLIOTT DRILLING SERVICES. ELLIOTT DRILLING SERVICES MAKES NO WARRANTIES OR GUARANTEES AS TO THE SUITABILITY OF THE DESIGNS FOR USE BY OTHERS OR FOR OTHER APPLICATIONS OR PROJECTS. DESIGN BUU PUMA s l e Et ClIml 712312019 It ROY P. REED BCE. 50503 EXP. 3-31-2021 DATE STATEMENT OF SPECIAL INSPECTIONS VERIFICATION AND INSPECTION COIATTNOIJS PERIODIC CBC REFERENCE I. Verify use of required dexlgn mix X 1904.2.2 hapection of concrete piscerneft for x proper Application tediniquin. - Material verification of etnjctwat eLiot A. For xtiuctwil etee(, IdiotIficitlOn - X mANdngo to conform to A&360. b. Mamdacturerx report - X bapection of welding 0. Ipam fEtaL welde X - 2303.I.8.I S. Material IdentIfIcatIon of timber a. Identification of preservation - X VERIFICATION AND INSPECTION rTLtLs (OTHER) Observe diRIkig openatiom and makniks complete and aennat. X - records for each element. Verify placement locatlo,n and p(umbnexs, confirm element diameters, lengths, embedment Into x - bedrock (If applicable). Record concrete W4 vent vaIue S. Verify excavatloim are extended to the properdepth. - X DESIGN CRITERIA SOIL DESIGN DATA IS BASED ON THE RECONDAT1ONS PROVIDED IN THE FOLLOWING GEOIECHIIICAL REPORTS: A. RPM Of LIMITED GEOTECNNICAI. INVESTIGATION PROPOSED PARKING GARAGE SHORING CARLSBAD SIN 3075 CARLSBAD BOULEVARD CARLSBAD, CALIFORNIA PRKPA BY: CHRISTIAN WHEELER ENGINEERING DATED: MARCH 19, 2019 SOIL DESIGN PRESSURES PASSIVE EARTH PRESSURE - 40INSFIFT 16,000PSF MAX) EQUIVALENT FUND PRESSURE • 3SPSFIFT (CAIITTLEVERED) AT REST PRESSURE • SOPSF/FT (BRACED SOLDIER BEAMS) F1DW.S RESTAURANT SURCHARGE • ISCCFIJ (LATERAL) RESORT HOTEL SURCHARGE • 1900PL1 (LATERAL) TRAFFIC SURCHARGE • IOOPSF (UNIFORM) MINIMUM LIVE LOAD SURCHARGE • 72P5F (UNIFORM) SHORING DESIGN GROUP 411 7755 VIA FRANCESCO 01 SAN DIEGO, CA 92129, (760)5564121 1711 CITY OF CARLSBAD I SHEETS I LAND DEVELOPMENT ENGINEERING Li.?... GRADING PLANS FOR CARLSBAD INN, PHASE 2-4 !OIaRY BlaRING NOTED k nqwzClmm rR20I9-0020 APPROVED. JASON B CELDERT OTT QIGINOR PC 53912 EWIRES 00/30/20 DATE OWN BY: .__DI....... CHKO =ILPD2o1a-ool5 PRO .ECT NO. 1 II518-31 DR AWNG to Sectio'n 2 CWE 2190062.01 March 19, 2019 Page 7 TEMPORARY SHORING GENERAL: Where it is not possible to construct temporary cut slopes in accordance with the above criteria, it will be necessary to use temporary shoring to support the proposed excavations. For shoring systems, we considered the use of cantilevered soldier pile walls. We recommend that a specialty contractor with experience in shoring and bracing provide the shoring recommendations and plans. It is recommended that a survey" be made of adjacent properties and structures prior to the start of grading and excavation in order to establish the existing condition of existing neighboring structures and to reduce the possibility of potential damage claims as a result of site grading. SHORING DESIGN AND LATERAL PRESSURES: For design of cantilevered shoring a triangular distribution of lateral earth pressure may be used. It may be assumed that retained soils having a level surface behind the cantilevered shoring will exert a lateral pressure equal to that developed by a fluid with a density of 35 pounds per cubic foot. Cantilevered shoring is normally limited to excavations that do not exceed approximately 15 feet in depth in order to limit the deflection at the tops of the soldier piles. DESIGN OF SOLDIER PILES: Soldier piles should be spaced no closer than two diameters on center. The ultimate lateral bearing value (passive val&e) of the soils below the level of excavation may be assumed to be 400 pounds per square foot per foot of depth from the excavated surface, up to a maximum of 6,000 pounds per square foot. The lateral bearing can be applied over a horizontal distance equal to twice the pile diameter. To develop the full lateral value, provisions should be made to assure firm contact between the soldier piles and the undisturbed soils. The concrete placed in the soldier pile excavations should be of sufficient strength to adequately transfer the imposed loads to the surrounding soils. LAGGING: Continuous lagging will be required between the soldier piles. The soldier piles and anchors should be designed for the full anticipated lateral pressure. However, the pressure on the lagging will likely be somewhat less due to arching in the soils. We recommend that the lagging be designed for a semicircular distribution of earth pressure where the maximum pressure is 400 pounds per square foot at the mid-point between soldier piles, and zero pounds per square foot at the soldier piles. This value does not include any surcharge pressures. . . CHRISTIAN WHEELER ENGINEER.ING July 5, 2019 Grand Pacific Resorts, Carlsbad Inn 3075 Carlsbad Boulevard Carlsbad, California 92008 Attention: Keith Whaley CWE 2190062.04 Subject: Response to Geotechnical Review Project ID PD2019-0015, GR2019-020, DWG 518-3A Proposed Parking Garage Shoring Carlsbad Inn, 3075 Carlsbad Boulevard, Carlsbad, California References: 1) Michael Baker International, Shop Drawing Review, Proposed Parking Garage, May 31, 2019, Project No. 139000 Grading Plans For: Carlsbad Inn Water Intrusion Mitigation Project, Phase 2-4, prepared by Excel Engineering, undated (Sheets I through 9) Temporary Shoring Plans for Carlsbad Inn Water Intrusion Mitigation Plan, prepared by Shoring Design Group, dated April 8, 2019 (Sheets 10 through 19) Report of Limited Geotechnical Investigation, Proposed Parking Garage Shoring, Carlsbad Inn, 3075 Carlsbad Boulevard, Carlsbad, California, CWE Report 2190062.01, dated March 19, 2019. Ladies and Gentlemen: In accordance with your request, we have prepared this report to present additional information required by the City of Carlsbad regarding the geotechnical issues at the site. The comments in the referenced geotechnical review letter and our responses to the comments in the referenced memorandum within our purview are presented below. Reviewer Comment 1: Geotechnical Engineer to determine by analysis the maximum vertical and lateral soil displacement introduced to the adjacent structures, induced by 1" (Max) of lateral deflection (measured at the top of the shoring). 3980 Home Avenue + San Diego, CA 92105 + 619-550-1700 + FAX 619-550-1701 lB CWE 2190062.04 July 5, 2019 Page No.2 CWE Response: The shoring located adjacent to structures will be braced; therefore, the lateral deflection is expected to negligible. Reviewer Comment 2: It is suggested that the maximum shoring deflection at the top of the pile/wall (to be tolerated by any structure adjacent to the proposed shoring system) shall not exceed Y4". CWE Response: The shoring located adjacent to structures will be braced; therefore, the lateral deflection at the top of the shoring wall is expected to negligible. Reviewer Comment 3: Use at-rest soil pressure as the top of the shoring wall is restrained, without the possibility of deflection. This condition is present on a few locations, where the shoring is relying on adjacent structures for support (shoring is physically attached to adjacent structures). CWE Response: It can be assumed that retained soils having a level surface behind shoring that is restrained at the top will exert a lateral pressure equal to that developed by a fluid with a density of 50 pounds per cubic foot. Reviewer Comment 4: Attaching shoring to adjacent buildings is not acceptable unless the structural designer and geotechnical engineer of record provide calculations showing that the adjacent buildings are not affected in any way by the loads imposed directly by the proposed shoring. CWE Response: Such evaluation/calculation will need to be provided by the structural engineer. If you have any questions regarding this letter, please do not hesitate to contact this office. Christian Wheeler Engineering appreciates this opportunity of providing professional services for you for the subject project. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING govyJ4Shawn Caya, R.G.E. #2 8 Wilson, C. .G. #24551 oFESS,0 ehy@Janc&oupllc.com Section .3 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet .Lof_ Date: 4/5/2019 Cantileverd Soldier Beam Design Sb_No := 4-4,34-35,70" Soldier Beam Attributes & Properties Pile := "Concrete Embed" H:= 6-ft = Soldier beam retained height x:= 0 Hs:=O•ft --> y:= 0 Xt:= 8•ft dia:= 24. in = Height of retained slope (As applicable) = Tributary width of soldier beam = Soldier beam shaft diameter de' := dia = Effective soldier beam diameter below subgrade dt := 2-H = Assumed soldier beam embedment depth (Initial Guess) w_tabLe := "n/a" = Depth below top of wall to design ground water table ASTM A992 (Grade 50) Shoring Design Section E:= 29000•ksi Fy:= 50.ksi ASCE 7.2.4.1 (2) D + H + L Lateral Embedment Safety Factor FSd:= 1.25 • • —1 50 0 50 Cantilever H = 6, bm 1-4, 34-35, 70.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Soil Parameters Pa := 35• pcf Pp:=400.pcf P= 6000•psf Pp5:= O•psf pole:= 2 be:= polede be a_ratio:= mini -, 1 xt ) a_ratio = 0.5 Carlsbad Inn Eng: RPR Sheet_of_ Date: 4/5/2019 = Active earth pressure = Passive earth pressure = Maximum passive earth pressure ("n/a" = not applicable) = Passive pressure offset at subgrade = Isolated pole factor for soil arching = Effective soldier beam width below subgrade = Soldier beam arching ratio qa := 0. psf = Allowable soldier beam tip end bearing pressure fs := 600. psf = Allowable soldier skin friction 125. pcf = Soil unit weight Bouyant Soil Properties (As applicable) = Unit weight of water lw:= 62.4. pcf Pp := Pp if w.-table = "n/a" • Pp - otherwise Pa := Pa if w_table = "n/a" Pa - iw) otherwise Cantilever H = 6', bm 1-4, 34-35, 70.xmcdz Submereged Pressures (As Applicable) Pp! =400.pcf Pa= 35•pcf Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Lateral Live Load Surcharge Uniform Loading FuU:= 100-psf Catisbad Inn Eng: RPR Sheet A.....of_ Date: 4/5/2019 = 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+ Partial if 0ft:5y:5 Hpar FuLL if Hpar < y:5 H Uniform surcharge profile per depth 0• psf otherwise Eccentnc/Conncentrlc Axial & Lateral Point Loading Pr:= 0.klp = Applied axial load per beam e:= 0. in = Eccentricity of applied compressive load Me:= .!L! = Eccentric bending moment xt 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 AoDLicable EFP := 0• pcf = Seismic force equivalent fluid pressure Es := EFP• H = Maximum seismic force pressure Es Eq(y):= Es--.y if y:5H H = Maximum seismic force pressure 0. psf otherwise Cantilever H = 6', bm 1-4, 34-35, 70.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Boussinesu Loading q:= 0•ksf := 0-ft X2:= x1+ 0-ft z':= Oft K:= 0.50 (_y xl 01 (y):= atan) 6(y) := 02(y) - 01(y) Carlsbad Inn Eng: RPR Sheet j.of_ Date: 4/5/2019 = Strip load bearing intensity = Distance from bulkhead to closest edge of strip load = Distance from bulkhead to furthest edge of strip load = Distance below top of wall to strip load surcharge = Coefficient for flexural yeilding of members K = 1.00 (Rigid non-yielding) (x2 K = 0.75 (Semi-rigid) K = 0.50 (Flexible) 02(y):= atan - cx(y):= 01(y)+ 6(y)-2— Boussinesq Equation Pb(y):= 0•psf if 0.ft:5y:5z' 2•q.K•it— 1.(6(y— z') - sin(6(y— z')).cos(2.a(y— z'))) if z' < y4 H 0. psf otherwise Lateral Surcharge Loading Maximum Boussinesci Pressure Ay:= 5-ft Given Pb (Ay)=0•psf dAy Pb (Find (Ay)) = 0.psf rH Pb(y)dy=0.klf Jo LU 'I', OU Pressure (psf) 100 Cantilever H = 6', bm 1-4, 34-35, 70.xmcdz Carlsbad Inn Eng: RPR Sheet .j...L o....... Date-.4/5/2019 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 ReSolve Forces Acting on Beam (Assume trial values) z:=6•ft D:=dt PA(H) = 210•psf ajatio. A (H) = 105. psf 0= 0.511 Given Summation of Lateral Forces - -PE(H+ D - z) PE(H+D-z)' P(H+D). z- mE(z,D) mE(z,D))+ 2 JO [, H+O PE (Y) + dy+ I H PA(y) dy+ f H+D H JO A H+D-z (PE(H+D —z)+mE(z,D).y)dY+I PE(y)dy... =0 H+O H+D H PS(Y)dY+ç Pb(Y)dY+ç Eq(y) Ph dy+ - Summation of Moments P(H + D) -PE(H + D - z) 2 - PE(H+D_z) 6 mE(z,D) ) I mE(z,D) +1 (PE(H + D - z) + mE(zD).y).(z-y) dy JO H-i-D-z H+O H +1 PE(y).(H+D_y)dy+1 PE(y).(H+D-y)dy+I H+O H JO H+D H H-s.D +1 PS(Y).(H+D_Y)dY+r Eq(y).(H+D—y)dy+I Ph Pb(y)(H+D - JO JO JO xt (z' z>O D I :=Find (z,D) z=2.4ft ) D= 8.7ft Cantilever H = 6', bm 1-4, 34-35; 70.xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet j_of_ San Diego, CA-92129 Date: 4/5/2019 I rdo C 5 - Soldier Beam Pressure Soil Pressures PA(H) = 210. psf PD (H + D) = —3489.4- psf PE(H + D) = —1639.7-psf PK(H + D) = 5889.4- psf P(H + D) = 2944.7. psf - c 1O3 - lx 1O3 0 lx 1O3 c 10 Pressure (psf) Shear/ft width -3 —2 —I 0 1 2 Shear (kit) Cantilever H = 6', bm 1-4, 34-35, 70.xmcdz Distance to zero shear (From top of Pile) £:= a4—H e4—V(a) while €>O a - a + 0.10-ft £ 4— V(a) return a £ = 10.1 ft Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet .i......of_ San Diego, CA 92129 Date: 4019 Determine Minimum Pile Size y M(y) := f j 0 V(y) dy+ Me M(e).xt kip•ft AISC Steel Construction Manual 13th Edition 1.67 = Allowable strength reduction factor AISC El & Fl ,&a := 1.33 = Steel overstress for temporary loading Fy.a Fb := = Allowable bending stress Required Section Modulus: Mmax Zr:= Flexural Yielding, Lb< Zr = 16.1.In3 Beam "W12 x 26" Fb Lr Fb=39.8ksi A = 7.7 in bf= 6.5. in d= 12.2. in tf= 0.4. in tw = 0.2. in rx = 5.2. in Axial Stresses X:= Fy K. FE Fe cr:= (0.658)~Fy) if U :54.71. (0.877. Fe) otherwise Lu := H if Pile = "Concrete Embed" E otherwise 2 it .E Fe ('—xLU 2 r = Nominal compressive stress - AISC E.3-2 & E3-3 K:= 1 Z= 37.2. in = 204. in Fcr A = Allowable concentric force - AISC E.3-1 Pc:= Ma:= ZFb = Allowable bending moment - AISC F.2-1 IPr ) Interaction:= II- + 8.(M~ax 9 Pr ~ if - 0.20 = AISC HI -Ia Hi-lb Pc ( P Ma ) Mmax" Interaction = 0.43 ~—Prc + otherwise Cantilever H = 6', bm 1-4, 34-35, 70.xmcdz Ma= 123.4. kip .ft Mmax = 53.5• kip. ft Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Global Stability FSd = 1.3 = Minimum embedment depth factor of safety Embedment depth increase for mm. FS Dh:= CeiL(D,ft) + 1•ft Stidding Forces: .1H+Dh Fs:= V(H + 0) + Pn(x) dx JO Resisting Forces: f02 FR:=I P(x)dx H+0 Carlsbad Inn Eng: RPR Sheet i.....of_ Date: 4/5/2019 Fs= 3.7•klf FR = —5.6. klf Overturning Moments: H H H H M0:=1 (Dh +H—y).P(y)dy+I (Dh +H_Y).Ps(y)dy+ç (Dh +H—y).Pb(y)dy+I (Dh +H—y).E Jo Jo 0 Jo H+0 H+Dh H+Dh-02 Ph + I ( 0 +1 dy• + Me + xt -. (Dh + H - zh) dy. D h Resisting Moments 02 MR:= I (H + Dh - y). P(y) dy H+O Factor of Safety: ( FR Shdding := if I FSd -~ - , "Ok" , "No Good: Increase Dh" Fs ) (MR Overturning := if I FS d ~ - , "Ok" , "No Good: Increase Dh" M ) Cantilever H = 6', bm 1-4, 34-35, 70.xmcdz M0= 16.9. kip MR=-25.kip SLidding = "Ok" =1.51 Fs Overturning = "Ok" IMRI = 1.48 M0 Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet j.Q.of_ San Diego, CA 92129 Date: 4/5/2019 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 := I if Pile= "Concrete Embed" Applied axial load per beam 1 7r.dia [2.(bf +* d)] otherwise Allowable Axial Resistance ir• d1a • qa2 Q(y) := p'•fsy + if Pile = "Concrete Embed" (bf.d.qa) otherwise Dv:= I e 4- 0-ft T4—Q(e) while r>0 £ - € + 0.10-ft Pr— Q(e) return e U Dv = Oft Dh= loft Selected Toe Depth Dtoe:= if(Dh ;-,- Dv, Dh, Dv) Dtoe= loft Maximum Deflection D L':= H + - 4 L f Xt y.M'(y)dy E-1 j0 Cantilever H = 6', bm 1-4, 34-35, 70.xmcdz = Effective length about pile rotation .A=O.22•in Section. .4 I Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Design Summary: Beam = "W12 x 26" H = 6ft Carlsbad Inn Eng: RPR Sheet_jj_of_ Date: 4/5/2019 Sb_No = "1-4, 34-35, 70" = Soldier beam retained height Dtoe= loft = Minimum soldier beam embedment I H + Dtoe= 16ft = Total length of soldier beam x= 8ft = Tributary width of soldier beam dia= 24. in = Soldier beam shaft diameter = 0.22. in = Maximum soldier beam deflection Cantilever H = 6', bm 1-4, 34-35, 70.xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet jLof_ San Diego, CA 92129 Date: 4/512019 Cantileverd Soldier Beam Design Sb_No := "5-8" Soldier Beam Attributes & Properties Pile := "Concrete Embed" H:= 7-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 := 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 := "n/a" = Depth below top of wall to design ground water table ASTM A992 (Grade 50 Shoring Design Section E:= 29000. ksi Fy:= 50•ksi ASCE7.2.4.1 (2) D + H + L Lateral Embedment Safety Factor FSd:= 1.25 —50 0 50 Cantilever H = 7', bm 5-8.xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet_j.of_ San Diego, CA 92129 Date: 4/5/2019 Soil Parameters Pa:= 35.pcf = Active earth pressure Pp := 400. pcf = Passive earth pressure Pm := 6000• psi = Maximum passive earth pressure ("Na" = not applicable) Pp5 := 0• psf = Passive pressure offset at subgrade pole:= 2 = Isolated pole factor for soil arching be:= pole-de' = Effective soldier beam width below subgrade a_ratio:= min1, 1' = Soldier beam arching ratio Ixt ) a_ratio = 0.5 qa := 0• psf = Allowable soldier beam tip end bearing pressure fs := 600. psf = Allowable soldier skin friction i:= 125.pcf = Soil unit weight Bouyant Soil Properties (As applicable) = Unit.weight of water 1w 62.4•pcf Pp' := I Pp if w_table = "n/a" I - otherwise l's Pa := I Pa if w_tabLe = 'In/al- Pa — fys - 'w) otherwise Submereged Pressures (As Applicable) Pp = 400. pcf Pa= 35.pcf Cantilever H = 7', bm 5-8.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Lateral Live Load Surcharge Uniform Loading FuLL:= 100.psf = Uniform loading full soldier beam height Carlsbad Inn Eng: RPR Sheet jjof_ Date: 4/5/2019 PartiaL:= 0•psf = Uniform loading partial soldier beam height Hpar := 0. ft = Height of partial uniform surcharge loading Ps(y) := Full + Partial if 0•ft :5 y~ Hpar Full if Hpar < < H Uniform surcharge profile per depth 0. psf otherwise Eccentric/Conncentnc Axial & Lateral Point Loadin Pr:= 0. kip = Applied axial load per beam e:= 0• in = Eccentricity of applied compressive load Me := Pre- = Eccentric bending moment Xt Ph := 0.1b = lateral pont load at depth "zh" zh := 0. ft = Distance to lateral point load from top of wall Seismic Lateral Load (Monobe-Okobe. Not ADDlicable EFP := 0. pcf = Seismic force equivalent fluid pressure Es := EFP. H = Maximum seismic force pressure Es Eq(y) := Es - y if y:5 H = Maximum seismic force pressure 0. psf otherwise Cantilever H = 7, bm 5-8.xmcdz Carlsbad Inn Eng: RPR Sheet jLof_ Date: 4/5/2019 = Strip load bearing intensity = Distance from bulkhead to closest edge of strip load = Distance from bulkhead to furthest edge of strip Load = Distance below top of wall to strip load surcharge = Coefficient for flexural yellding of members K = 1.00 (Rigid non-yielding) (— \ (x2 K =075 (Semi-rigid) I X1 K = 0.50 (FlexibLe) 1 (y) := atan_) 02(y) := atan) 5(y) 6(y):= 02(y) —01(y) (') := 01(y) + Boussinesq Equation Pb(y):= 0•psf If 0•ft:5y:5z' .2•q•K•7r 1.(5(y— z) - sin(6(y— z'))•cos(2.cx(y— 1))) if z<y:5 H 0. psf otherwise Lateral Surcharge Loading Maximum Boussinesa Pressure y:= 5-ft Given 0•psf dy Pb(Find(Ay)) = 0•psf I Pb(y) dy= 0.klf Jo 6 4 2 C. 20 40 60 80 100 Pressure (psi) Cantilever H = 7, bm 5-8.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Boussinesg Loading q:= 0•ksf := 0•ft X2:= x1 + 0-ft z:= 0-ft K:= 0.50 Carlsbad Inn Eng: RPR Sheet j!....of_ Date: 4/5/2019 H+D-z (PE(H+D -z)+mE(zD).Y)dy+i PE(y)dy... =0 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Resolve Forces Acting on Beam (Assume trial values) z:=6•ft D:=dt PA(H) = 245. psf a_ratio. PA(H) = 122.5. psf 0= 0.6 ft Given Summation of Lateral Forces P(H + D) I z -PE(H + D - z) - PE(H+D-z) - mE(z, D) )+ mE(z, D) 2 Jo 14+0 H H+D + I 'E(Y) dy+ dy+ JH Jo JO H+D Ps(y) dy+ I Jo Ph Pb(y) dy+ Eq(y) dy+ - J0 Xt Summation of Moments P(H + D) [ -PE(H + D - z) 2 _PE(H+D_z) 6 mE(z,D) ) I mE(z,D) +1 (PE(H +D -z)+mE(zD).y).(z -y) JO ~1 H+D-z H+0 H PE(y).(H +D_y)dy +1 PE(y).(H+D -y)dy+I H+D H H+D +1 Ps(y).(H+D-y)dy+I Eq(y).(H+D-y)dy+I - Ph Pb(y).(H+D y)dy+—.(H+D-zh) Jo Jo Jo Xt z>0 I := Find (z,D) LD) z=2.9ft D= loft Cantilever H = 7', bm 5-8.xmcdz =0 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet j.7 - of _ Date: 4/5/2019 Soldier Beam Pressure Soil Pressures PA(H) = 245-psf PD (H + D) = -3993.4. psf PE(H + D) = -1874.1-psf PK(H + D) = 6000. psf P(H + D) = 3000. psf -2,io 3 -Ix1O3 0 1x103 2oc Pressure (psf) Shear/ft width Distance to zero shear (From top of Pile) := a H E+-V(a) while e >0 a+- a+ 0.10-ft return a I c=11.lft I -4 -3 -2 -1 0 1 2 Shear (kit) Cantilever H = 7', bm 5-8.xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet jj..pf_ San Diego, CA 92129 S Date: 415/2019 Determine Minimum Pile Size M(y) := V(y) dy+ Me M max : M(C).xt Mmax = 77.3. kip. AISC Steel Construction Manual 13th Edition Il := 1.67 = Allowable strength reduction factor AISC El & Fl Ac := 1.33 = Steel overstress for temporary loading Fb := Fy. Ac = Allowable bending stress Required Section Modulus: Mmax Z := r Fb Beam = "W12 x 26" Flexural Yielding, Lb < Zr = 23.3 in Lr Fb=39.8•ksi A = 7.7 in2 bf= 6.5. in K:= 1 d= 12.2. in tf 0.4. in z = 37.jfl3 = 0.2- in r = 5.2. in 1x = 204. in Lu := H if Pile = "concrete Embed" E otherwise 2 ir Fe '2 ('—xLU r Axial Stresses X:= Fy Fe Fcr := (0.658X.Fy) if :9471.fii (0.877. Fe) otherwise = Nominal compressive stress - AISC E.3-2 & E3-3 Fcr A =Allowable concentric force - AISC E.3-1 Pc Ma:= Z .Fb = Allowable bending moment - AISC F.21 [-~C- Pr8 (~~PrInteraction:=+ 9 , if ~ 0.20 = AISC H1-1a-Et Hi-lb + otherwise ( 2• Pr Mmax" Interaction = 0.63 I - lPc Ma ) Cantilever H = 7, bm 5-8.xmcdz Ma= 123.4. kip. ft Mmax = 77.3. kip. ft FRI - = 1.38 Fs MRI - = 1.33 MO Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Global Stability . FSd = 1.3 =Minimum embedment, depth factor of safety Embedment depth increase for mm. FS Dh:= Ceil(D,ft) + 1•ft Slidding Forces: 1H+Dh Fs:=V(H+O)+I P(x) dx Jo2 Resisting Forces: I.02 FR:=I P(x)dx FR = 3k1f Carlsbad Inn Eng: RPR Sheet j..of_ Date: 4/5/2019 Fs= 4.6•klf Overturning Moments: H H H H Mo:=1 (Dh+H—y).PA(y)dy+I (Dh+H—y).Ps(y)dy+I (Dh+H—y).Pb(y)dy+I (Dh +H—y)•E Jo Jo , Jo Jo , H+O H+Dh H+Dh-02 Ph 1 PE(Y)dy. (Dh_.i O '•\ )+1. P(y)dy _______ +Me+—. (Dh +H-zh) JH Jo2 xt Resisting Moments 02 MR:=I (H+Dh_y).P(y)dy H+O Factor of Safety: ( F Slidding := if FSd :5 - , "Ok" , "No Good: Increase Dh" Fs ) M0= 23.9. kip MR = —31.9. kip Slidding = "Oki' MR Overturning := if FSd ~ - , "Oki' , "No Good: Increase Dh" Overturning "Ok" MO Cantilever H = 7', bm 5-8.xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet iof_ San Diego, CA 92129 Date: 4/5/2019 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,:= I7r. dia if Pile = "Concrete Embed" = Applied axial load per beam I [.(b+d)] otherwise Allowable Axial Resistance ir•dia2-qa Q ( y) := p• fs• y + if Pile = "Concrete Embed" (bf.d.qa) otherwise €4- 0-ft while T)0 £ 4- £ + 0.10-ft ,-i--Pr-Q(e) return € Dv = Oft Dh= lift Selected Toe Depth Dtoe:= if(Dh ;-:- Dv, Dh, Dv) Dtoe= lift Maximum Deflection D L':= H + - .4 x A: = — - f. y.M'(y)dy E-I x JO = Effective Length about pile rotation = 0.43-in Cantilever H = 7', bm 5-8.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Design Summary: Beam = "W12 x 26" H = 7 ft Dtoe= lift H + Dtoe= 18ft Xt = 8 ft dia= 24. in = 0.43. in Sb_No = 115-8" = Soldier beam retained height = Minimum soldier beam embedment = Total Length of soldier beam = Tributary width of soldier beam = Soldier beam shaft diameter = Maximum soldier beam deflection Carlsbad Inn Eng: RPR Sheet of_ Date: 4/5/2019 Cantilever H = 7', bm 5-8.xmcdz Section '5 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Cailsbad Inn Eng: RPR Sheet_ 22 of_ Date: July 23, 2019 (1.) Level of Restrained Soldier Beam Sb_No := "9-18,24-26" Soldier Beam & Restraint Attributes Pile := "Concrete Embed" H:= 12-ft = Soldier beam retained height xs:=0 Hs := 0. ft -> = Height of retained slope (As applicable) yS:=0 xt:= 8•11 = Tributary width of soldier beam dia := 24. in = Soldier beam shaft diameter o':= 0. in = Overburden depth at subgrade de':= dia = Effective soldier beam diameter below subgrade dt:= 15. ft = Assumed soldier beam embedment depth (Initial Guess) Restraint Geomet a= 0. deg . = Angle of internal brace with horizontal (Maximum) := 0.5.ft = Distance from retained grade & restraint level I H S1 = Distance between restraint level I & bottom of excavation I s2=11.5ft I Restraint H = 12', sb 9-18, 24-26 _RI .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Soil Parameters Active Pressure Load Geometry Pa:= 50•pcf C1 := 0•H C2:= 0•H C3:= H - C1 - C2 Passive Pressure Load Geometry Pp:= 400•pcf 1'max := 6000• psf Pp5:= 0.psf pole:= 2 be:= pole- de (jeb •' a_ratio:= min ,1 Xt ) a_ratio = 0.5 Carlsbad Inn Eng: RPR Sheet_ 23 of_ Date: July 23, 2019 = At rest pressure = Trapazodial soil loading coefficient - N/A = Trapazodial soil loading coefficient - N/A = Trapazodial soil loading coefficient - N/A = Passive earth pressure (Conservative) = Maximum passive earth pressure ("Na" = not applicable) = Passive pressure offset at subgrade = Internal soil friction angle = Effective soldier beam width below subgrade = Soldier beam arching ratio Axial Resistance Soil StrenRth Parameters qa := 0. psf = Allowable soldier beam tip end bearing pressure fs := 600. psf = Allowable soldier skin friction p:= 0.40 = Coefficient of friction between shoring bulkhead & retained soil P':= ir• dia if Pile = "Concrete Embed" 2.(bf + d) otherwise = Applied perimeter along frictional toe resistance I Restraint H = 12', sb 9-18, 24-26 _RI .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbadlnn Eng: RPR Sheet 24 of_ Date: July 23, 2019 Soil Parameters (Continued) Soil Pressure Profile P_H := Pa. H = Fully developed at-rest pressure P_H=600.psf dmax := if[Pmax = "n/a", 2dt, P_H Pp5 + = Depth to maximum passive earth pressure Pp - Pa ) (As applicable) Psoit(y) := Pa.y if y-,5 H —a_ratio. Pp. (y— H) - a_ratio.Pp5 if H <y:5 H + dmax —a_ratio. "max otherwise Soil Pressure Loading Diagram Depth to point of zero pressure "0" MM 0-ft if Psoil(H+0.1.ft):50 £ 4- 0.01-ft temp 4-. Psoll(H + c) while temp> 0 €4- c + 0.010-ft temp 4- Psoil(H + €) return e -2000 -1000 0 0= Oft Soil Pressure (psf) I Restraint H = 12', sb 9-18, 24-26 _RI .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Lateral Live Load Surcharge Uniform Loading Full:= 72.psf Partial := O•psf Carlsbad Inn Eng: RPR Sheet 25 Date: July 23, 2019 = Uniform loading full soldier beam height = Uniform loading partial soldier beam height Hpar := O• ft = Height of partial uniform surcharge loading Ps(y):= Full+ Partial if 0.ft:5y--q Hpar Full if Hpar<y5H Uniform surcharge profile per depth 0• psf otherwise Eccentrlc/Conncentnc Axial ft Lateral Point Loadin Pv:= 0- kip = Applied axial load per beam e:= 0.in = Eccentricity of applied compressive load 0. kip- ft .Me := = Eccentric bending moment Xt 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 ADolicable EFP := 0. pci = Seismic force equivalent fluid pressure Es := EFP. H = Maximum seismic force pressure Es Eq(y) : Es - —•y if y:5 H = Maximum seismic force pressure 0• psf otherwise I Restraint H = 12', sb 9-18, 24-26 _RI .xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet.26 of_ San Diego, CA 92129 Date: July 23, 2019 Boussinesci LoadinQ q:= 0•ksf = Strip load bearing intensity := 0-ft = Distance from bulkhead to closest edge of strip load x2:= x1 + o.ft = Distance from bulkhead to furthest edge of strip Load z':= 0-ft = Distance below top of wall to strip load surcharge K:= 0.75 = Coefficient for flexural yeilding of members K = 1.00 (Rigid non-yielding) (_y ,.. K = 0.75 (Semi-rigid) X1 I X2 I K = 0.50 (Flexible) 0l(Y):=atan) 02(Y):=atan t.._) (y) 6(y):= 02(y) - 01(y) a(y):= 01 (Y) + -- Boussinesq Equation Pb(y):= 0.psf if O•ft:~y!gz' 2.q.K.7( 1.(8(y— z') - sin(6(y— z')).cos(2.cx(y— z'))) if z<y:5 H 0.psf otherwise Lateral Surcharge Loading Maximum Boussinesa Pressure y:= 5-ft Given d —Pb(iiy)=0.psf dAy Pb(Find(Ay)) = 0•psf I Pb(y)dy=O.kLf Jo U 2(1 4(1 Pressure (psf) I 80 I Restraint H = 12', sb 9-18, 24-26 _RI.xmcdz Shoring Design Group Cailsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet 27 San Diego, CA 92129 Date: July 23, 2019 Resolve Forces: Determine Req'd Lateral Embedment Depth & Restraint Normal Load (Assume a trial depth "D" & restraint load T" & solve) Trial depth D:= dt Summing Moments About rRestraint Level I Given Psoil(y).(y— s) dyç Psoil(y).(si - y) dy+ Ps(y).(y_ s) dy+ Pb(y).(y— si) dy = 0 H H+O+D + f Eq(y).(y— s1) dy4 Psoil(y).(y_ si)dy_ Me+ .!!.(zh_ Si) 0 H Xt Dh:= Find (D) Total Pile length Dh=4.7ft L:= H+O+Dh Summing Honznotal Forces Trial Load Q:= 4.klf Given L •L L L Ph Q_I Psoil(y)dy—I Ps(y)dy—I Pb(y)dy—I Jo JO o o Xt. Qval:= Find(Q) T1 := Qval T1=2.3.klf 1 Restraint H = 12', sb 9-18, 24-26 _RI .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Shear Diagram / ft Carlsbad Inn Eng: RPR Sheet 28 Date: July 23, 2019 DeDth to Doint of zero shear r:= e-s1+0.01•ft temp - V(sl+ c) while temp < 0 £ +- € + 0.10-ft temp- V(s) return -3 -2 -1 0 1 2 3 I T8.3ft Shear (kip/ft) Moment Diagram / ft -15 -10 -5 0 Bending Moment (ft-kip/ft) I Restraint H = 12', sb 9-18, 24-26 _RI .xmcdz Maximum Bendine Moments CantiLevered moment := M(si).xt Span (th to tip) moment M2 := IM(T)I.xt NI = 0.1-ft-kip M2=85 ft. kip Shoring Design Group Carlsbad Inn 7755 Via. Francesco #1 Eng: RPR Sheet 29 San Diego, CA 92129 Date: July 23, 2019 Combined Forces: AISC Steel Construction Manual 13th Edition f:= 1.67 Fy:= 50•ksi Fy Fb:= —.1.33 11 Try Soldier Beam Member: Beam "W12 x 26" I = Allowable strength redUction factor AISC El & Fl = Soldier beam yield stress - ASTM A992 = Allowable bending stress (1/3 Temporary Steel Overstress Included) max(M'i,M'2) 3 Zr:= Zr= 25.6. in Fb A=7.7in bf=6.5.ln h:=d-2.tf K:= 1 AISC Table C-CZ.2 2 3 71 d= 12.2. in tf= 0.4- in Z= 37.2- in E:= 29000•ksl 1 [K.Si'2 ç=0.2.in r = 5.2- in I 204- in J=0.3•1n4 - x x rX ) Allowable Concentric Load & Bending Moment --' Fully Restrained Against LTB & FLB Ma := Z,. Fb --> Flexural Yielding Pr:= Pv if 11 max[(Ti. tan(a) - p..Ti). Xt + Pv, 0. kiP] otherwise Fcr:= K.s1 >1 . I- iE 0.658 .Fy If - :54.71• I - r JFy 0.877 Fe . otherwise = Nominal compressive stress• AISC E.3-2 a E3-3 = Allowable concentric force - AISC E.3-1 Fcr A Pc := Interaction. := Pr. (M. '1 Pr. 1 81 iF 1 —+—.I—I If 0.20 Pc. 9 LMa) Pc. 1 j 1 Pr. W. 1 1 + - otherwise 2. PC. Ma (0.69) " Interaction = max( (interaction) = 0.69 AISC Hi-la & Hi-lb Soldier_Beam = "Ok" I Restraint H = 12', sb 9-18, 24-26 _RI .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet 30 of_ Date: July 23, 2019 II Approximate Soldier Beam Deflection Using 2nd Order Moment Area Function a:= S1 = Cantilevered length L:= H + 0+ Fixity— a = Simply supported Length MAXIMUM SOLDIER BEAM DEFLECTION 11 11 L+a 1 a —M(y).xt.(L+ a— y) dy M(y).xt.(L+ a— y) d1 _ Ja ( - a' o - •I - E. Ix E. Ix j E. Ix E. Ix E. Ix L Soldier Beam Deflection —0.5 —0.4 —0.3 —0.2 —0.1 0 Deflection-inches I Restraint H = 12', sb 9-18, 24-26 R1 .xmcdz Ac = 0.05. in Canti levered ] s= 0.41 -in Lower Span 0.1 Dh' : = Lateral embedment depth factor of safety MR ( Dh) = 1.3 Mo € +-.0.01.ft temp- MR (E) - FSd.Mo while temp <0 4- £ + 0.010-ft temp 4- MR (r:-) - dMo return £ M = 31.8.ft- kip ft ft MR(Dh') = 41.5-ft. kip — ft Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Minimum Lateral Embedment FSd:= 1.30 Catisbad Inn Eng: RPR Sheet 31 Date: July 23, 2019 = Minimum Lateral Embedment Depth Factor of Safety Overturning Moments H+O 1 H+O~D M0:= si) dy- dy+ Ps(y).(y_ s) dy... 9SI JO JO + f H+O+D Pb(y).(y_si)dy+ f H Eq(y).(y-51)dy-Me+ Ph —.(zh-51) Jo o . Xt Resisting Moments H+O+y MR(y) := (y- s1). Psoil(y) dy H+O Allowable Axial Resistance N I 7r•d1a2•qa if Pile = "Concrete Embed" Q(y) := p.fs.(H + y) - Pv - (Ti.tan x (at).t" + I (br c1 qa) otherwise Dv €4-0ft temp Q(€) while temp < 0 € (-. £ + 0.10-ft temp 4- Q(€) return € I Restraint H = 12', sb 9-18, 24-26 _RI .xmcdz Dtoe:= max[CeiL(if(1.2. (Dh + 0) ;-> Dv, 1.2. (Dh' + 0), , ft], 8. ft] Dv = Oft Governing Toe Depth 1.2Dh'= 6.3ft Dtoe = 8 ft Shoring Design Group CaiIsbad Inn 7155 Via Francesco #1 Eng: RPR Sheet 32 San Diego, CA 92129 Date: July 23, 2019 Design Summary Soldier Beam Attributes Beam = "W12 x 26" H=l2ft Dtoe = 8 ft H + Dtoe= 20ft dia=24.in Xt = 8 ft Si = O.5ft 2= 11.5 ft Restraint Level I ott T1 = 2.3•klf cos(c) Sb_No = "9-18, 24-26" = Soldier beam retained height = Soldier beam embedment depth = Total. Length of soldier beam = Soldier beam shaft diameter = Tributary width of soldier beam = Distance from retained grade ft restraint level 1 = Distance between restraint level 1 ft bottom of excavation = Inclination of restraint Level I from the horizontal (Maximum) = Restraint line load reaction at inclined raker 1 Restraint H = 12', sb 9-18, 24-26 _RI .xmcdz Section 6 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet 33 Date: July 23, 2019 (1) Level of Restrained Soldier Beam Sb_No := "19-23" Soldier Beam & Restraint Attributes Pile := "Concrete Embed" H:= 15-ft = Soldier beam retained height xs:= 0 Hs := 0-ft --> = Height of retained slope (As applicable) ys:= 0 8-ft = Tributary width of soldier beam dia := 24. in = Soldier beam shaft diameter a' := 0. in = Overburden depth at subgrade de := dia = Effective soldier beam diameter below subgrade dt:= 15. ft = Assumed soldier beam embedment depth (Initial Guess) Restraint Geometry c:= 0-deg = Angle of internal brace with horizontal (Maximum) S1 := 0.50. ft = Distance from retained grade & restraint level 1 H - s1 = Distance between restraint level 1 & bottom of excavation 2 = 14.5 ft 1 Restraint H = 15', sb 19-23 with Building Surcharge_RI .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Soil Parameters Active Pressure Load Geometry Pa:= 50•pcf C1 := 0.H C2:= 0•H H - C1 - C2 Passive Pressure Load Geometry Pp:= 400•pcf max := 6000. psf Pp5:= 0psf pote:= 2 be := pole. de' b a_ratio:= mini -, 1 ( (xt e j a_ratio = 0.5 Carlsbad Inn Eng: RPR Sheet j4.of_ Date: July 23, 2019 = At rest pressure = Trapazodial soil loading coefficient - N/A = Trapazodial soil loading coefficient - N/A = Trapazodial soil loading coefficient - N/A = Passive earth pressure (Conservative) Maximum passive earth pressure ("Na"= not applicable) = Passive pressure offset at subgrade = Internal soil friction angle = Effective soldier beam width below subgrâde = Soldier beam arching ratio Axial Resistance Soil Strength Parameters qa := 0. psf = Allowable soldier beam tip end bearing pressure fs := 600. psf = Allowable soldier skin friction := 0.40 = Coefficient of friction between shoring bulkhead & retained soil P':= ir• dia if Pile = "Concrete Embed" 2.(bf + d) otherwise = Applied perimeter along frictional toe resistance I Restraint H = 15', sb 19-23 with Building Surharge_R1.xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet_of_ San Diego, CA 92129 Date: July 23, 2019 Soil Parameters (Continued) Soil Pressure Profile P_H := Pa. H = Fully developed at-rest pressure P_H = 750. psf dmax := if[Pmax = "" 2dt, P_H - Pps + rnax = Depth to maximum passive earth pressure Pp - Pa ) (As applicable) PsoiL(y):= Pay If y:5H -a_ratio. Pp. (y - H) - a_ratio• if H <y :5 H + drnax -a_ratio "max otherwise Soil Pressure Loading Diagram -2000 -1000 0 Soil Pressure (psi) I Restraint H = 15', sb 19-23 with Building Surcharge_RI .xmcdz Depth to point of zero pressure 'O" AIM 0-ft if PsoiL(H+0.1.ft):50 € +- 0.01•ft temp +-- Psoil(H + e) while temp > 0 C +- e + 0.010-ft temp 4- Psoll(H + ) return e O=oft I Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Lateral Live Load Surcharge. Uniform Loading Full := 0psf Carlsbad Inn Eng: RPR Sheetof_ Date: July 23, 2019 = 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 + Partial if 0. ft :5 y:5 Hpar Full if Hpar < < H Uniform surcharge profile per depth 0• psf otherwise Eccentric/Conncentric Axial ft Lateral Point Loading Pv := 0. kip = Applied axial load per beam e•:= 0. in = Eccentricity of applied compressive load 0• kip. ft Me:= = Eccentric bending moment Xt 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 ADDlicable EFP := 0 pd = Seismic force equivalent fluid pressure Es := EFP. H = Maximum seismic force pressure Es Eq(y) Es— —•y if y:5 < Maximum . H = imum seismic force pressure 0• psf otherwise I Restraint H = 15', sb 19-23 with Building Surcharge_RI .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Boussinesg Loading q:= 2.5•ksf X1 := 3-ft x2:= x1 + 16-In z:= 2. ft K:= 0.75 (Xj 01(y):= atani - 6(y) := 02(y) - 01(y) Carlsbad Inn Eng: RPR SheetLof_ Date: July 23, 2019 = Strip load bearing intensity = Distance from bulkhead to closest edge of strip load = Distance from bulkhead to furthest edge of strip Load = Distance below top of wall to strip load surcharge = Coefficient for flexural yeiLding of members K = 1.00 (Rigid non-yielding) (x2) K = 0.75 (Semi-rigid) K =0.50 (FLexibLe) 02(y) := atan - 6(y) Boussinesq Equation Pb(y):= 0•psf if 0•ft!~y:5z 2•q.K•i( 1.(6(y— z') - sin(6(y— z))•cos(2.a(y— z))) if z<y:5 H 0. psf otherwise Lateral Surcharge Loading Maximum Boussinesg Pressure U 1y:= 5-ft Given —Pb(Ay)0.psf dy Pb(Find(zy)) = 282.7-psf (H Pb(y) dy= 1.5.klf Jo I Restraint H = 15', sb 19-23 with Building Surcharge_RI.xmcdz ---------------------------------------------- I I I I I F 0 100 200 300 Pressure (psf) Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheetof_ San Diego, CA 92129 Date: July 23, 2019 Resolve Forces: Determine Req'd Lateral Embedment Depth at Restraint Normal Load (Assume a trial depth D" a restraint load 7' & solve) Trial depth D:= dt Summing Moments About rRestraint Level I Given Psoit(y).(y— s1) dy— Psoil(y).(si - y) dy+ Ps(y).(y - Si) dy + Pb(y).(y - si) dy =0 9SI JO JO JO I I H-i-O~D Ph + II H Eq(y).(y— s) dy+ Psoil(y).(y— s) dy - Me + —.(zh - s1) Xt Dh:= Find (D) Total Pile length Dh= 5.8ft L:=H+O+Dh Summing Honznotal Forces Trial Load Q:= 4•klf Given Ph fL Qj L PsoiL(y) dy— • Ps (y) dy— Pb(y) dy— • Eq(y) dy— - = 0 Xt Qval:= Find(Q) := Qvat I T1=3.7•klf I I Restraint H = 15', sb 19-23 with Building Surcharge_RI .xmcdz LI Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Shear Diagram / ft -4 -2 0 2 Shear (kip/ft) Carlsbad Inn Eng: RPR Sheet 39 Date: July 23, 2019 Deoth to Doint of zero shear T:= e+-s1+0.01•ft temp - v(si + while temp < 0 e +- c + 0.10-ft temp 4-V(e) return E -r= 9.9ft 4 Moment Diagram /ft Maximum Bending Moments Cantilevered moment M(si).xt Span (tb to tip) moment M'2:= IM(T)I.xt -30 -20 -10 0 Bending Moment (ft-kip/ft) I Restraint H = 15', sb 19-23 with Building Surcharge_RI .xmcdz 10 M1 = O•ft•kip M2= 168.9• ft. kip Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet 40 San Diego, CA 92129 Date: July 23, 2019 Combined Forces: AISC Steel Construction Manual. 13th Edition fl:= 1.67 Fy:= 50.ksi Fb:= FY —.1.33 Try Soldier Beam Member: Beam a "W14 x 38" = Allowable strength reduction factor AISC El & Fl = Soldier beam yield stress - ASTM A992 = Allowable bending stress (1/3 Temporary Steel Overstress Included) max(IvVi,M2) 3 Zr:= Zr=50.9.in Fb A= 11.2.in bf=6.8.in h:=d-2.tf K:= I AISC Table C-CZ.2. 2 d= 14.1-in tf= 0.5. in Zx 3 = In E ksi Fe.:= 61.5• := 29000. 1 K.s.'2 tw = 0.3- in r = 5.9. in I = 385.1n4 J = 0.8. in - x x . r) Allowable Concentric Load & Bending Moment --> Fully Restrained Against LTB & FLB Ma:= Z.Fb --> Flexural Yielding Fy X:= - Fe Pr.:= Pv if i1 max[(Ti.tan(a) - I.L.Ti).xt + Pv, 0. kip] otherwise Fcr:= K.Ks1 E 0.658>.Fy if —_5471 I T 0.877. Fe. otherwise Fcr A Pc := = Nominal compressive stress - AISC E.3-2 a E3-3 = Allowable concentric force - AISC E.3-1 Interaction. := Pr. (Ma Pr18 iF 1 —.if —~0.20 Pc9 PC j Pr. M' 1 1 + - otherwise 2. Pc. Ma 0 Interaction = ( 10.83) max( (interaction) = 0.83 AISC Hl-la a Hi-lb SoldierBeam = "Ok" I Restraint H = 15', sb 19-23 with Building Surcharge_RI .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet4j.of_ Date: July 23, 2019 Approximate Soldier Beam Deflection Using 2nd Order Moment Area Function a s = Cantilevered Length L:= H + 0 + Fixity - a = Simply supported length MAXIMUM SOLDIER BEAM DEFLECTION L+a 1 a 11 —M(y).xt.(L+ a— y) dy M(y).xt.(L+ a— y) d1 Ia ill (a'\ o - •I — - E. Ix E. Ix j L) E. Ix (y).(T_y)dy i )(L)d E. Ix E.I, L Soldier Beam Deflection Ac = 0.06. in = 0.64• in Cantilevered Lower Span - 0.8 - 0.6 - 0.4 - 0.2 0 0.2 Deflection-inches I Restraint H = 15, sb 19-23 with Building Surcharge_RI .xmcdz Lateral embedment depth factor of safety MR ( Dh') = 1.3 MO E 4- 0.01-ft temp i- MR (6) - FSd.MO while temp < 0 € +- c + 0.010-ft temp 4- MR (e) - FSd-Mo return E M =61.8-ft- kip ft ft MR(Dh) = 80.4-ft- kip — ft Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet.4...of_ San Diego, CA 92129 Date: July 23, 2019 Minimum Lateral Embedment FSd:= 1.30 = Minimum Lateral Embedment Depth Factor of Safety Overturning Moments H+O s1 H+O+D M0:= I•Sj: s1).dy_ :S0h1sl - y) dy+ JO Ph si)dy + Pb(y).(y— s1) dy+ Eq(y).(y— s1) dy— Me+ —.(zh_ s) 0 0 X Resisting Moments H+Of-y M(y) := -f (y — s1).Psoil(y) dy Allowable Axial Resistance N I 2 I ir-dia -qa if Pile = "Concrete Embed" Q(y) : p'.fs.(H + y) - Pv - ( Ti.tan(c).xt + I = (bf.d.qa) otherwise Dv:= E4-0-ft temp +-- Q(E) white temp < 0 0.10-ft temp +-- Q(e) return 1 Restraint H = 15', sb 19-23 with Building Surcharge_RI .xmcdz Dtoe:= max(Ceil(if(12-(Dh'+ 0) ~! Dv, 1.2.(Dh+ 0), Dv],ft], 8.ft] Dv = Oft Governing Toe Depth 1.2Dh'= 7.8ft Dtoe = 8 ft Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet.4_of_ Date: July 23, 2019 Design Summary Soldier Beam Attributes Beam = "W14 x 38" H = l5ft Dtoe = 8 ft H + Dtoe = 23 ft dia = 24. in Xt = 8 ft Si = 0.5 ft 2= 14.5 ft Restraint Level I ot= 0. deg T1 = 37.klf cos(a) Sb_No = "19-23" = Soldier beam retained height = Soldier beam embedment depth = Total Length of soldier beam = Soldier beam shaft diameter = Tributary width of soldier beam = Distance from retained grade & restraint Level 1 = Distance between restraint level 1 & bottom of excavation = Inclination of restraint level 1 from the horizontal (Maximum) = Restraint line load reaction at inclined raker I Restraint H = 15', sb 19-23 with Building Surcharge_RI .xmcdz Section 7 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet _44_of_ Date: July 23, 2019 (1) Level of Restrained Soldier Beam Sb_No := "27-33,60-61" Soldier Beam & Restraint Attributes Pile := "Concrete Embed" H:= 15-ft = Soldier beam retained height Xs:= 0 Hs:=0•ft --> ys:= 0 Xt:= 8-ft dia:= 24. in o:=0•in de' := dia dt:= 15-ft = Height of retained slope (As applicable) = Tributary width of soldier beam = Soldier beam shaft diameter = Overburden depth at subgrade = Effective soldier beam diameter below subgrade = Assumed soldier beam embedment depth (Initial Guess) Restraint Geometry o:= 0-deg si:= 3.5-ft s2:= H—s1 2= 11.5ft I Restraint H = 15', sb 27-33, 60-61 _RI .xmcdz = Angle of internal brace with horizontal (Maximum) = Distance from retained grade & restraint Level 1 = Distance between restraint Level I & bottom of excavation Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Soil Parameters Active Pressure Load Geometry Pa:= 50 pcf c1:= O.K C2:= O•H c3:=H—c1—C2 Passive Pressure Load Geometry Pp:= 400•pcf 'max 6000• psf Pps:= O•psf pole:= 2 be:= pole- de' a_ratio:= min(~ e , 1 Xt ) a_ratio = 0.5 Carlsbad Inn Eng: RPR Sheet 45 Date: July 23, 2019 = At rest pressure = Trapazodiat soil Loading coefficient - N/A = TrapazodiaL soil loading coefficient - N/A = TrapazodiaL soil loading coefficient - N/A = Passive earth pressure (Conservative) = Maximum passive earth pressure ("n/a" = not applicable) = Passive pressure offset at subgrade = Internal soil friction angle = Effective soldier beam width below subgrade = Soldier beam arching ratio Axial Resistance Soil StrenQth Parameters qa := 0. psf = Allowable soldier beam tip end bearing pressure fs := 600. psf = Allowable soldier skin friction p. := 0.40 = Coefficient of friction between shoring bulkhead & retained soil P':= 7r.dia if Pile= "Concrete Embed" 2.(bf + d) otherwise = Applied perimeter along frictional toe resistance I Restraint H = 15', sb 27-33, 60-61 _RI .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Soil Parameters (Continued) Soil Pressure Profile P_H:= Pa•H Carlsbad Inn Eng: RPR Sheet j_of_ Date: July 23, 2019 = Fully developed at-rest pressure P_H = 750•psf dmax := if[P max = n/a" , 2dt, P_H - Pp5+ Pmax' Pp - Pa ) = Depth to maximum passive earth pressure (As applicable) Psoil(y) := Pa•y if y:5 H -a_ratio. Pp. (y- H) - a_ratio•Pp5 if H <y:5 H + dmax -ajatio. Pmax otherwise Soil Pressure Loading Diagram Depth to point of zero pressure "0" AM 0-ft if PsoiL(H+0.1.ft):50 E 4- 0.01-ft temp 4- Psoil(H + e) while temp> 0 ra e + 0.010•ft temp 4- Psoil(H + ) return c -2000 -1000 0 O=oft Soil Pressure (psf) I Restraint H = 15, sb 27-33, 60-61 _RI .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Lateral Live Load Surcharge Uniform Loading Full := 72. psf Partial := 0•psf Carlsbad Inn Eng: RPR Sheet 47 Date: July 23, 2019 = Uniform loading full soldier beam height = Uniform loading partial soldier beam height Hpar := 0. ft = Height of partial uniform surcharge loading Ps(y) := Full + Partial if 0•ft y :5 Hpar Full if Hpar < 5 H Uniform surcharge profile per depth 0. psf otherwise Eccentnc/Conncentnc Axial & Lateral Point Loading Pv := 0. kip = Applied axial load per beam e:= 0. in = Eccentricity of applied compressive load 0. kip. ft Me:= = Eccentric bending moment Xt 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 ADolicable EFP := 0• pcf = Seismic force equivalent fluid pressure Es := EFP. H = Maximum seismic force pressure Es Eq (y) = Es - - y if y:5 < H H = Maximum seismic force pressure 0. psf otherwise I Restraint H = 15', sb 27-33, 60-61 _RI .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Boussinesq Loading q:= 0ksf := 0-ft X2:= x1+ 0-ft z:= 0-ft K:= 0.75 (_Y xl 01(y):= atan) 6(y) := 02(y)— 01(y) Carlsbad Inn Eng: RPR Sheet 48 of. Date: July 23, 2019 = Strip load bearing intensity = Distance from bulkhead to closest edge of strip load = Distance from bulkhead to furthest edge of strip load = Distance below top of wall to strip load surcharge = Coefficient for flexural yeilding of members K = 1.00 (Rigid non-yie(ding) (x2 K = 0.75 (Semi-rigid) K = 0.50 (FLexible) 02(y) := atan - a(y):= 6(y) Boussinesq Equation Pb(y):= 0psf if 0•ft:5y:5z' 2.q.K.iT 1•(6(y— z') - sin(6(y— z))•cos(2.a(y— z'))) if z<y:5 H 0. psf otherwise Lateral Surcharge Loading Maximum Boussinesci Pressure y:= 5-ft Given 'B —Pb(iy)0.psf dOy Pb(Find(zy)) = 0psf 1H I Pb(y)dy=0.kLf Jo I 20 40 60 Pressure (psf) 80 I Restraint H = 15', sb 27-33, 60-61 _RI .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet 50 of_ Date: July 23, 2019 Shear Diagram / ft U 0• DeDth to Doint of zero shear r:= €-s1+0.01-ft temp 4- V(si + while temp < 0 0.10-ft temp return E -4 -2 0 2 Shear (kip/ft) T= 11 3f 4 Moment Diagram / ft -15 -10 -5 0 5 Bending Moment (ft-kip/ft) .1 Restraint H = 15', sb 27-33, 60-61 _RI .xmcdz Maximum BendinQ Moments Cantilevered moment M1 := M(si).x Span (tb to tip) moment M2:= IM(T)I .xt M'1 = 6.4. ft. kip M'2= 115.1-ft-kip Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet 49 Date: July 23, 2019 Resolve Forces: Determine Req'd Lateral Embedment Depth & Restraint Normal Load (Assume a trial depth "D" & restraint Load T & solve) Trial depth D:= dt Summing Moments About rRestraint Level 1 Given PsoiL(y).(y-. s) dy- f SI PSOIL(Y).(Si - y) dY+ç Ps(y).(y_ s) dy+ ç Pb(y).(y- s) dy ... = 0 [ H + Eq(y).(y- s1)dY+I Psoil(y).(y_ si)dy_ Me+ Ph —.(zh - s) JO 9H xt Dh:= Find (D) Total Pile length Dh=5.2ft L:= H+O+Dh Summing Horiznotat Forces Trial Load Q:= 4.klf Given Ph Q -. • PsoiL(y)dy- • Ps(y)dy- • Pb(y)dy- • .- Ph Jo J0 J0 J0 Xt QvaL:= Find(Q) T1:=Qyal T1 = 4•kLf I Restraint H = 15', sb 27-33, 60-61 _RI .xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet 51 San Diego, CA 92129 Date: July 23, 2019 Combined Forces: AISC Steel Construction Manual 13th Edition ,Q:= 1.67 = Allowable strength reduction factor AISC El & Fl Fy := 50 ksi = Soldier beam yield stress - ASTM A992 FY Fb := 1.33 = Allowable bending stress (1/3 Temporary Steel Overstress Included) ci Try Soldier. Beam Member: Zr:= max(M1, M2) Zr 34.7• in Fb Beam "W14x34" A= 10.1n2 bf=6.8.in h:=d-2.tf K:= 1 AISC z Table Fy d= 14. in tf= 0.5. in ZX = 54.6. in . E:= 29000•ksi Fe := X:= - K.s.'2 Fe tw = 0.3. in r = 5.8. in I = 340. in . J = 0.6. in --- x) Allowable Concentric Load & Bending Moment --> Fully Restrained Against LTB & ftB Ma := Z. Fb --> Flexural Yielding Pr1:= I Pv if 1=1• max[(Ti.tan(at)_ L.Ti).xt+ Pv0.kip] otherwise Fcr := K. Si 0.658N :5 if - ~4.71.F r 0.877. Fe. otherwise = Nominal compressive stress - AISC E.3-2 a E3-3 Fcr A Pc := ci = Allowable concentric force - AISC E.3-1 Interaction. := Pr. (M. '1 Pr. 1 81 iF 1. I if —~O.20 Pc. 9 Ma) Pc. 1 1 Pr. W. 1 1 + - otherwise 2. PC. Ma (10.64) 0.04 ' Interaction = max (interaction) = 0.64 AISC HI-la & Hi-lb Soldier....Beam = "Ok" I Restraint H = 15', sb 27-33, 60-61 _RI .xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet 52 San Diego, CA 92129 Date: July 23, 2019 Approximate Soldier Beam Deflection Using 2nd Order Moment Area Function a:= S1 = Cantilevered Length L:= H+O+ Fixity — a = Simply supported Length MAXIMUM SOLDIER BEAM DEFLECTION L+a 1 a 11 —M(y).x.(L+ a— y) dy. M(y).xt.(L+ a— y) d1 Ia (a' JO - - E. Ix E. Ix j t.,L) E- Ix L+a i(y).(T_y)dy 1 E- lk E. Ix . L Soldier Beam Deflection• Ac = 0.24• in Cantilevered = 0.34. in Lower Span —0.4 —0.2 0 0.2 U." Deflection-inches I Restraint H = 15', sb 27-33, 60-61 R1 .xmcdz Dtoe:= max(Ceil[if[i.2. (Dh' + 0) ~! Dv, 1.2. (Dh' + 0), Dv], ft], 8. ft] Dv = Oft 1.2Dh'= 7ft Governing Toe Depth Dtoe = 8 ft Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet 53 of_ San Diego, CA 92129 Date: July 23, 2019 Minimum Lateral Embedment FSd:= 1.30 = Minimum Lateral Embedment óepth Factor of Safety Overturning Moments H+O s1 H+04-D M0:= Psoil(y).(y - Si) dy - Psoil(y).(si - y) dy + f Ps(y).(y - Si) dy 951 JO JO ,H+O+D I I Ph + Pb(y).(y_ Si)dy+ Eq(y).(y- Si) dy- Me~ —.(zh - Si) Jo J o xt Resisting Moments H+O+y MR(y) :=. 41 (y - si) Psoil(y) dy H+O Dh':= €*-0.01.ft temp i- MR (r:,) - FSd.Mo white temp < 0 E 4-- E + 0.010-ft temp 4- MR (E) - FSd.Mo return e Lateral embedment depth factor of safety M =41.ft. kip ft ft MR(Dh') = 53.3-ft. — kip ft MR ( Dh') M0 = 1.3 Li Allowable Axial Resistance N I .dia2.qa if Pile = "Concrete Embed" Q(y):= p'.fs.(H+y)- Pv- (Ti* tan(lat). xt + I I = (bf.ci.qa) otherwise Dv:= I £4-0ft temp- Q(€) while. temp < 0 € 4- £ + 0.10-ft temp- Q(E) return £ I Restraint H = 15', sb 27-33, 60-61 _RI .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn. Eng: RPR Sheet 4_of_ Date: July 23, 2019 Design Summary Sb_No = 1127-33, 60-61" Soldier Beam Attributes Beam = "W14 x 34" H = lsft = Soldier beam retained height Dtoe = 8 ft = Soldier beam embedment depth H + Dtoe = 23 ft dia= 24. in Xt= 8ft sl = 3.5 ft 2= 11.5ft Restraint Level I cx= 0. deg T1 = 4•klf CON = Total length of soldier beam = Soldier beam shaft diameter = Tributary width of soldier beam = Distance from retained grade & restraint level 1 = Distance between restraint Level i & bottom of excavation = Inclination of restraint level 1 from the horizontal (Maximum) = Restraint line load reaction at inclined raker I Restraint H = 15', sb 27-33, 60-61 _RI .xmcdz Secti on 8,. Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet 55 _of_ San Diego, CA 92129 Date: July 23, 2019. (1) Level of Restrained Soldier Beam Sb_No := "36-48" Soldier Beam & Restraint Attributes Pile := "concrete Embed" H := 14-ft = Soldier beam retained height X5:= 0 Hs:= Oft --> ys:= 0 Xt:= 8-ft dia:= 24. in c?:= 0. in de':= dia dt:= 15. ft = Height of retained slope (As applicable) = Tributary width of soldier beam = Soldier beam shaft diameter = Overburden depth at subgrade = Effective soldier beam diameter below subgrade = Assumed soldier beam embedment depth (Initial Guess) Restraint Geometry o:= 0-deg S1:= 2.5-ft 52= H—s1 I s2=11.5ft 1 Restraint H = 14', sb 36-48 with Building Surcharge_RI .xmcdz = Angle of internal brace with horizontal (Maximum) = Distance from retained grade & restraint level 1 = Distance between restraint level I & bottom of excavation Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Soil Parameters Active Pressure Load Geometry Pa:= 50. pcf C1 := 0•H C2:= 0•H C3:= H - c1—c2 Passive Pressure Load Geometry Pp:= 400•pcf Pmax : 6000•psf Pp5:= 0•psf poLe:= 2 be:= pole. de a_ratio:= min( ~e ,I xt ) a_ratio = 0.5 Carlsbad Inn Eng: RPR Sheet_ 56 of_ Date: July 23, 2019 = At rest pressure = Trapazodial soil loading coefficient - N/A = Trapazodial soil Loading coefficient- N/A = Trapazodial soil loading coefficient - N/A = Passive earth pressure (Conservative) = Maximum passive earth pressure ("n/a" = not applicable) = Passive pressure offset at subgrade = Internal soil friction angle = Effective soldier beam width below subgrade = Soldier beam arching ratio Axial Resistance Soil Strength Parameters qa := 0. psf = Allowable soldier beam tip end bearing pressure fs := 600. psf = Allowable soldier skin friction .t:= 0.40 = Coefficient of friction between shoring bulkhead & retained soil P':= w dia if Pile = "Concrete Embed" 2.(bf+d) otherwise = Applied perimeter along frictional toe resistance 1 Restraint H = 14', sb 36-48 with Building Surcharge_RI .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet jZ_of_ Date: July 23, 2019 Soil Parameters (Continued) Soil Pressure Profile LI P_H:= Pa•H = Fully developed at-rest pressure P_H = 700 psf dmax := if[Pmax = "n/a" , 2th, I_H PP + max Pp—Pa ) = Depth to maximum passive earth pressure (As applicable) PsoiL(y):= Pa.y if y:5H —a_ratio. Pp. (y - H) - a_ratio• Pp5 if H <y _-~ H + dmax -ajatio 1'max otherwise Soil Pressure Loading Diagram Depth to point of zero pressure "0' 0-ft if Psoit(H + 0.1-ft) <0 e +- 0.01-ft temp +-- PsoiL(H + €) while temp> 0 64—e+0.010•ft temp 4- Psoil(H + c) return € —2000 —1000 0 O=oft I Soil Pressure (psf) I Restraint H = 14', sb 36-48 with Building Surcharge_RI .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Lateral Live Load Surcharge Uniform Loading Full:= 25.psf Partial := 0•psf Carlsbad Inn Eng: OR Sheet 58 Date: July 23, 2019 = Uniform loading full soldier beam height = Uniform loading partial soldier beam height I I I Hpar := 0. ft = Height of partial uniform surcharge Loading Ps(y) := Full + Partial if 0. ft y:5 Hpar Full if Hpar < :5 H Uniform surcharge profile per depth o:psf otherwise Eccentnc/Conncentnc Axial & Lateral Point Loading Pv := 0• kip = Applied axial load per beam e:= 0-in = Eccentricity of applied compressive load 0• kip. ft Me := = Eccentric bending moment Xt 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 AoDlicable EFP := 0• pcf = Seismic force equivalent fluid pressure Es := EFP. H = Maximum seismic force pressure Es Eq(y) := Es— —.y if y:5 H = Maximum seismic force pressure 0 psf otherwise I Restraint H = 14', sb 36-48 with Building Surcharge_Ri .xmcdz Shoring Design Group S Cailsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet 59 _of_ San Diego, CA 92129 Date: July 23, 2019 Boussinesci Loading q:= 3.5.ksf = Strip load bearing intensity := 6-ft = Distance from bulkhead to closest edge of strip Load := x1 + 16. in = Distance from bulkhead to furthest edge of strip Load z':= 2-ft = Distance below top of wall to strip toad surcharge K:= 0.75 = Coefficient for flexural yeiLding of members K = 1.00 (Rigid non-yielding) f \ K = 0.75 (Semi-rigid) X1 X2 1 K =0.50 (Flexible) 81(y) := atan) 02(y) := atan / ) 6(y):= 02(y)-01(y) a(y):= Boussinesq Equation Pb(y):= O.psf if 0ft:5y:5z' 2•q.K.i( 1.(6(y z')— sin(6(y— z')).cos(2.a(y— z'))) if z'<y:g H 0. psf otherwise Lateral Surcharge Loading Maximum Boussinesq Pressure Ey:= 5-ft Given d Pb (Ay) = 0. psf diy Pb (Find (zy)) = 217.3.psf (H I Pb (y) dy= 1.7•kLf Jo I Restraint H = 14', sb 36-48 with Building Surcharge_RI .xmcdz 5' I I I I I I I I I / / / / / I 0 100 200 300 Pressure (psf) Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet Q_of_ San Diego, CA 92129 Date: July 23, 2019 Resolve Forces: Determine Req'd Lateral Embedment Depth & Restraint Normal Load (Assume a trial depth "D" Et restraint load T & solve) Trial depth D:= dt Summing Moments About rRestraint Level 1 Given I PsoiL(y).(y- s) dy- f sl Psoil(y).(si - y) dy+ Ps(y).(y_ s) dy+ f H Pb(y).(y_ s) dy = 0 9SI JO 0 JO j H H+O.i-D I Eq(y).(y- si) dy+ Psoil(y).(y_ s1) dy- Me+ Ph —.(zh - si) Dh:= Find(D) Total Pile length Dh= 5.4ft L:= H+O+ Dh Summing Honznotal Forces Trial Load Q:= 4.kLf Given ,L Ph Q- Psoil(y) dy- • Ps (y) dy- • Pb(y) dy- • Eq(y) dy- - = 0 Jo Jo o o Xt Qval:= Find(Q) T1 := Qval T1= 4.1•klf I Restraint H = 14', sb 36-48 with Building Surcharge_RI .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Shear Diagram / ft Q4 1 Ca,lsbad Inn Eng: RPR Sheet.Lof_ Date: July 23, 2019 DeDth to Doint of zero shear T:= +-s1+0.01•ft temp- V(si+ e) while temp < 0 e+-.c+0.10•ft temp - V(s) return € I -4 -2 0 2 4 T= loft I Shear (kip/ft) Moment Diagram / ft Maximum BendinQ Moments Cantlievered moment M'1 := M(si).x Span (tb to tip) moment M2:= IM(T)I-X -20 -15 -10 -5 0 Bending Moment (ft-kip/ft) I Restraint H = 14', sb 36-48 with Building Surcharge_RI .xmcdz I M'1 = 1.7• ft. kip M'2= 128.2• ft. kip Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet 62 San Diego, CA 92129 Date: July 23, 2019 Combined Forces: AISC Steel Construction Manual 13th Edition fl:= 1.67 Fy:= 50•ksi Fb:= FY-1.33 Try Soldier Beam Member: Beam a "W14 x 34" = Allowable strength reduction factor AISC El & Fl = Soldier beam yield stress - ASTM A992 = Allowable bending stress (1/3 Temporary Steel Overstress Included) max(M'i,M) I Zr:= I Zr=38.6.in3 Fb I A= 10. in .bf=6.8.in h:=d-2.tf K:= 1 AISC Table C-C2.2 2 . 3 ir•E d= 14•1n t1r= 0.5-in Z = 54.6• 1n E:= 29000•ksi Fe_ x 1 (Ks, )2 tw = 0.3. in r = 5.8- in I, = 340. in J = 0.6- in -• x) Allowable Concentric Load ft Bending Moment --> Fully Restrained Against LTB & ftB Ma:= Z.Fb --> Flexural Yielding FY X:= - Fe Pr.:= Pv if i1 max[(Ti.tan(a) - pTi).x + Pv, 0. kip] otherwise Fcr := K. s. 1 E 0.658>.Fy if —:54 • IT 71 0.877. Fe otherwise Fcr A Pc = Nominal compressive stress - AISC E.3-2 ft E3-3 = Allowable concentric force - AISC E.3-11 Interaction. Pr. (M.'1 Pr 1 81 1 —+ —.I — L if —~0.20 - PC 9 sMa)j PC1 Pr M'. 1 1 - + - otherwise 2. PC. Ma (o.oi 'j Interaction = I max (interaction) = 0.71 AISC Hi-la ft Hi-lb Soldier_Beam = "Ok" I Restraint H = 14', sb 36-48 with Building Surcharge_RI .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet 63 of_ Date: July 23, 2019 Approximate Soldier Beam Deflection Using 2nd Order Moment Area Function a Si = Cantitevered Length L:= H + 0 + Fixity - a = Simply supported length MAXIMUM SOLDIER BEAM DEFLECTION L+a 1 a I —M(y).xt.(l+a —y)dy M(y).xt.(L+a —y)d1 I _______________•(a' o E. Ix E. Ix j L) E. Ix i (y).(T_y)dY N(y). E. Ix E. Ix L Soldier Beam Deflection A1c= 0.23. in = 0.39. in Cantilevered Lower Span -0.4 -0.2 0 0.2 0.4 Deflection-inches I Restraint H = 14, sb 36-48 with Building Surcharge_RI .xmcdz 2 Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet 4..pf_ San Diego, CA 92129 Date: July 23, 2019 Minimum Lateral Embedment FSd := 1.30 = Minimum Lateral Embedment Depth Factor of Safety Overturning Moments. 111+0+D M0:= Psoil(y).(y - s) dy— I Psoil(y).(si - y) dy +.I Ps(y).(y - s) dy j s1 JO S H+O+D Ph + I Pb(y).(y_ Si) dy+ f H Eq(y).(y— si)dy_ Me+ - Si) JO J0 X Resisting Moments H+0+y MR(y) := 41 (y — si)• Psoil(y) dy H+O Dh' C 4- 0.01-ft Lateral embedment depth factor of safety temp 4- MR (6) - FSd.Mo while temp < 0 C 4- C + 0.010-ft temp 4- MR(e)— FSd.Mo return é M =43.8.ft• kip — ft MD(Dh') = 57.1ft kip— I' ft MR ( Dh') = 1.3 M0 Allowable Axial Resistance N - ir.dia.qa if Pile = "Concrete Embed" Q(y) := p.fs.(H + y) - Pv - (Ti* tan(Qt)- xt' + i 4 = I (bf.d.qa) otherwise £ 4- 0-ft temp 4- Q(E) while temp < 0 C 4- C + 0.10-ft temp Q(E) return £ I Restraint H = 14', sb 36-48 with Building Surcharge_RI .xmcdz Dtoe:= max[Ceil(if(1.2. (Dh + 0) ~! Dv, 1.2. (Dh' + 0), Dv], ft], 8-ft] Dv = Oft Governing Toe Depth 1.2Dh'= 7.3ft Dtoe = 8 ft a Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet 65 _of_ Date: July 23, 2019 Design Summary Sb_No = 113648" Soldier Beam Attributes I Beam = "W14 x 34" H = 14ft = Soldier beam retained height Dtoe = 8 ft = Soldier beam embedment depth H + Dtoe= 22ft dia = 24. in Xt= 8ft s1 = 2.5 ft S2 = 11.5 ft Restraint Level I at = O•deg T1 = 4.1•kLf cos(cx) = Total length of soldier beam = Soldier beam shaft diameter = Tributary width of soldier beam = Distance from retained grade & restraint level 1 = Distance between. restraint Level 1 & bottom of excavation = Inclination of restraint level 1 from the horizontal (Maximum) = Restraint Line load reaction at inclined raker 1 Restraint H = 14', sb 36-48 with Building Surcharge_RI .xmcdz Section 9 Shoring Design Group .7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR. Sheet_ 66 of_ Date: July 23, 2019 (1) Level of Restrained Soldier Beam Sb_No := "49-59" Soldier Beam & Restraint Attributes Pile :=' "Concrete Embed" H:= 15-ft = Soldier beam retained height xs:= 0 Hs:=O•ft -> ys:=O Xt:= 8-ft dia:= 24. in o':= 0. in de':= dia dt:= 15-ft = Height of retained slope (As applicable) = Tributary width of soldier beam = Soldier beam shaft diameter = Overburden depth at subgrade = Effective soldier beam diameter below subgrade = Assumed soldier beam embedment depth (Initial Guess) Restraint Geometry oc:=O.deg 51= 1.5-ft 52:= H - s1 I 52=13.5ft I Restraint H = 15', sb 49-59 with Building Surcharge_RI .xmcdz = Angle of internal brace with horizontal (Maximum) = Distance from retained grade & restraint level 1 = Distance between restraint level I & bottom of excavation Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Soil Parameters Active Pressure Load Geometry Pa:= 50•pcf C1 := 0•H c2:= OH c3:= H - c1—c2 Passive Pressure Load Geometry Pp:= 400. pcf 1max 6000 psf Pp5:= 0•psf pole:= 2 be:= pole-de' (be "I a_ratio:= min -, 1 Xt ) a_ratio = 0.5 Carlsbad Inn Eng: RPR Sheet_ 67 of_ Date: July 23, 2019 = At rest pressure = Trapazodial soil Loading coefficient - N/A = Trapazodial soil loading coefficient - N/A = Trapazodial soil loading coefficient - N/A. = Passive earth pressure (Conservative) = Maximum passive earth pressure ("Na" = not applicable) = Passive pressure offset at subgrade = Internal soil friction angle = Effective soldier beam width below subgrade = Soldier beam arching ratio Axial Resistance Soil Strength Parameters qa := 0. psf = Allowable soldier beam tip end bearing pressure fs := 600 psf = Allowable soldier skin friction 0.40 Coefficient of friction between shoring bulkhead & retained soil P':= dia if Pile= "Concrete Embed" 2.(bf + d) otherwise = Applied perimeter along frictional toe resistance I Restraint H = 15', sb 49-59 with Building Surcharge_RI .xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet_of_ San Diego, CA 92129 Date: July 23, 2019 Soil Parameters (Continued) Soil Pressure Profile P_H := Pa• H = Fully developed at-rest pressure P_H = 750. psf dmax := i{max "n/a", 2dt, P_H + 'max' = Depth to maximum passive earth pressure Pp Pa ) (As applicable) Psoil(y) := Pay if y!5 H —a_ratio Pp. (y - H) - a_ratio Pp if H <y --q H + dmax .—a—ratio. 'max otherwise Soil Pressure Loading Diagram I.N! 20 -2000 -1000 0 Soil Pressure (psf) Depth to point of zero pressure "0" AM 0-ft If Psoit(H + 0.1•ft) :5 0 6+--0.01. ft temp +- PsoiL(H + e) while temp> 0 E + 0.010-ft temp 4- Psoil(H + €) return C 0= Oft I Restraint H = 16, sb 49-59 with Building Surcharge_Ri .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Lateral Live Load Surcharge Uniform Loading FULL:= 25-psf Partial := 0-psf Carlsbad inn Eng: RPR SheetLof_ Date: July 23, 2019 = Uniform loading full soldier beam height = Uniform loading partial soldier beam height Hpar:= 0-ft = Height of partial uniform surcharge loading Ps(y) := Full + Partial If 0•ft :5 y Hpar Full if Hpar < < H Uniform surcharge profile per depth O• psf otherwise Eccentrlc/Conncentnc Axial ft Lateral Point Loading Pv := 0. kip = Applied axial load per beam e:= 0. In = Eccentricity of applied compressive Load 0.kip.ft Me:= = Eccentric bending moment Xt Ph := 0. lb = lateral pont load at depth "zh' zh:= O-ft = Distance to lateral point load from top of wall Seismic Lateral Load (Monobe-Okobe. Not ADolicable EFP := 0 pcf = Seismic force equivalent fluid pressure Es := EFP. H = Maximum seismic force pressure Es Eq(y):= Es— —.y if y:5 H = Maximum seismic force pressure 0. psf otherwise I Restraint H = 16, sb 49-59 with Building Surcharge_RI .xmcdz Shoring Design Group Carlsbad Inn 7755 Via. Francesco #1 Eng: RPR Sheet _Z _ of _ San Diego, CA 92129 Date: July 23, 2019 Boussinesq Loading q:= 3.5. ksf = Strip load bearing intensity x1 := 5-ft . = Distance from bulkhead to closest edge of strip load x2:= x1 + 16. in = Distance from bulkhead to furthest edge of strip load i:= 2. ft . = Distance below top of wall to strip Load surcharge K:= 0.75 = Coefficient for flexural yeilding of members K = 1.00 (Rigid non-yielding) ( \ K = 0.75 (Semi-rigid) lxi K=0.50 (Flexible) 01(y) := atan_) 02(y) := atan) (y):= 0 NO 2(y) - 01(y) a(y):= e1(y) + Boussinesq Equation Pb (y) := 0. psf if Oft :g y _-~ z' 2•qK.7r 1.(6(y— z') - sin(6(y— z')).cos(2.a(y— z'))) if z'<y--5 H 0. psf otherwise Lateral Surcharge Loading ' I I I I / / / / I I 100 . 200 300 Pressure (psf) Maximum Boussinesq Pressure U y:= 5. ft Given —Pb(iy)0.psf dAy S. Pb (Find (y)) = 255.7. psf f H Pb (y) dy= 1.9.kLf Jo I Restraint H = 16, sb 49-59 with Building Surcharge_Ri .xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Cailsbad Inn Eng: RPR Sheet 71 Date: July 23, 2019 Resolve Forces: Determine Reqd Lateral Embedment Depth & Restraint Normal Load (Assume a trial depth "D & restraint load T' & solve) Trial depth D:= dt Summing Moments About rRestraint Level I Given I :s0).(Y_ s) dy— Psoll(y).(si - y) dy+ f H Ps(y).(y— s) dy+ ç Pb(y).(y — s) dy = 0 9SI + Eq(y).(y— si)dy+ Psoil(y).(y_ si)dy— Me+ —.(zh_ Si) 0 9H xt Dh:= Find(D) Total Pile length Dh= 5.911 L:= H+O+ Dh Summing Honznotal Forces Trial Load Q:= 4.klf Given Q — Psoil(y) dy— • Ps(y) dy— Pb (y) dy— • Eq(y) dy— Ph - =0 Jo •o Jo o Xt QvaL:= Find (Q) Qval T1= 4.4. ktf 1 Restraint H = 15, sb 49-59 with Building Surcharge_RI .xmcdz LI Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet jof_ San Diego, CA 92129 Date: July 23, 2019 Shear Diagram / ft Deoth to Doint of zero shear r:= ee-s1+0.01-ft temp 4- V(si + e) while temp <0 e +- e + 0.10-ft temp 4- V(c) return I ~ rMl T = 10.3ft -6 -4 -2 0 2 4 Shear (kip/ft) Moment Diagram / ft Maximum Bending Moments Cantilevered moment M'1 := M(si).x Span (tb to tip) moment M'2:= IM(T)Ixt = 0.5- ft. kip -30 -20 -10 0 10 M2= 174.6-ft-kip Bending Moment (ft-kip/ft) I Restraint H = 15', sb 49-59 with Building Surcharge_Ri .xmcdz (10.86) " Interaction = AISC HI-la ft Hl-lb Soldier_Beam = "Ok" max(Interaction) = 0.86 Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet i_of_ San Diego, CA 92129 Date: July 23, 2019 Combined Forces: AISC Steel Construction Manual 13th Edition fl:= 1.67 Fy:= 50•ksi Fb:= FY-1.33 Try Soldier Beam Member: Beam a "W14 x 38" I = Allowable strength reduction factor AISC El & Fl = Soldier beam yield stress - ASTM A992 = Allowable bending stress (1/3 Temporary Steel Overstress Included) max(M1, M2) 3 Zr:= Zr=52.6•in Fb A= 11.2. in bf=6.8.in h:=d-2.tf K:= I AISC Table C-C2.2 2 3 d= 14.1 -in tf= 0.5•1n Z = 61.5• in E:= 29000•ksi n E tw = 0.3. in r = 5.9. in I = 385•in4 J = 0.8. in' - rX ) Allowable Concentric Load ft Bending Moment --> Fully Restrained Against LTB ft FLB Ma := Z,. Fb --' Flexural Yielding Pr:= Pv if 1=1 rnax[(Ti.tan(a)_ iTi).x+ Pv,0.kip] otherwise Fy X:= - Fe Fcr := K. s. IT 0.658 •Fy if —:54.71 I— JFy 0.877. Fe otherwise = Nominal compressive stress - AISC E.3-2 ft E3-3 = Allowable concentric force - AISC E.3-1 rPr 1 .1.)1 Pr. 118 I — +— if —~0.20 Ip 9 Ma L i I% JJ• Pc. Pr. W. 1• 1 + - otherwise 2- Pc. Ma FcrA Pc := ft Interaction. := I Restraint H = 15'. sb 49-59 with Building Surcharge_RI .xmcdz 12 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet i4...of_ Date: July 23, 2019 Approximate Soldier Beam Deflection Using 2nd Order Moment Area Function a:= Si = Cantilevered length L:= H + 0 + Fixity - a = Simply supported length MAXIMUM SOLDIER BEAM DEFLECTION L+a 1 a Ii -M(y).xt.(L + a y) dy M(y).x.(L + a- y) d1 Ia - (L) a' o E. Ix E. Ix j E. Ix N(y)-(T- Y) dy - a- y) dY Ja .T_ a E- Ix E. Ix L Soldier Beam Deflection 4ó1c= 0.19•in As = 0.64• in Cantilevered Lower Span - 0.8 - 0.6 - 0.4 - 0.2 0 0.2 Deflection-inches 1 Restraint H = 15', sb 49-59 with Building Surcharge_RI .xmcdz Dh' Lateral embedment depth factor of safety MR ( Dh') = 1.3 MO € 4- 0.01-ft temp MR (0 - FSd.Mo while temp < 0 C 4- C + 0.010.ft temp MR (e) - d.Mo return C. M =61.1.ft. kip ft ft MD(Dh') = 79.6-ft- kip — I' ft Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Minimum Lateral Embedment FSd:= 1.30 Carlsbad Inn Eng: RPR Sheet 75 Date: July 23, 2019 = Minimum Lateral Embedment Depth Factor of Safety Overturning Moments 14+0 s1 f . H+O+D M0:= PsoiL(y).(y - Si) dy - Psoil(y).(si - y) dy + Ps(y).(y- s) dy 9SI JO JO ,H+0+D I I Ph + Pb(y).(y_ s1) dy+ Eq(y).(y- Si) dy- Me+ —.(zh_ s) Xt. Resisting Moments•• H+O+y M(y) : 4, (y- si)• Psoil(y) dy 14+0 Allowable Axial Resistance N I . dia'. qa if Pile = "Concrete Embed" Q(y) := p'.fs.(H + y) - Pv - (Ti*tan(a).xt' + I. = 1 (bf.d.qa) otherwise C 4- 0.ft temp Q(c) while temp < 0 €4- € + 0.10-ft temp 47 Q(€) return C I Restraint H = 15', sb 49-59 with Building Surcharge_RI.xmcdz Dtoe:= max(Ceil(if[1.2. (Dh' + 0) ;-> Dv, 1.2. (Dh' + 0), Dv], ft], 8-ft], Dv = Oft Governing Toe Depth 1.2Dh'=8ft Dtoe = 8 ft Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet ...Z_of_ Date: July 23, 2019 Design Summary Soldier Beam Attributes Beam = "W14 x 38" H= l5ft Dtoe = 8 ft H + Dtoe = 23 ft dia = 24. in x= 8ft Sb_No = 1149-59" = Soldier beam retained height = Soldier beam embedment depth = Total length of soldier beam = Soldier beam shaft diameter = Tributary width of soldier beam Si = 1.5 ft = Distance from retained grade & restraint level 1 = 13.5 ft = Distance between restraint level i & bottom of excavation Restraint Level I cxt= 0. deg Tj = 4.4• klf cos(cct) = Inclination of restraint level 1 from the horizontal (Maximum) = Restraint Line load reaction at inclined raker I Restraint H = 15', sb 49-59 with Building Surcharge_RI .xmcdz Section 10 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet 77 Date: 4/5/2019 Cantileverd Soldier Beam Design Sb_No := "62". Soldier Beam Attributes & Properties Pile := "Concrete Embed" H:= 12-ft = Soldier beam retained height x:= 0 Hs:= Oft --> y:= 0 Xt:= 8-ft dia:= 24. in = Height of retained slope (As applicable) = Tributary width of soldier beam = Soldier beam shaft diameter de' := dia = Effective soldier beam diameter below subgrade dt:= 2.H = Assumed soldier beam embedment depth (Initial Guess) w_table := "n/a" = Depth below top of wall to design ground water table ASTM A992 (Grade 50) Shoring Design Section E:= 29000. ksi Fy:= 50•ksi ASCE 7.2.4.1 (2) D + H + L Lateral Embedment Safety Factor FSd:= 1.25 - 100 . 0 100 Cantilever H = 12', bm 62.xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet i..of— San Diego, CA 92129 Date: 4/5/2019, Soil Parameters Pa := 35. pcf = Active earth pressure Pp := 400. pcf = Passive earth pressure 1'max := 6000. psf = Maximum passive earth pressure ('n/a" = not applicable) Pp= 0.psf = Passive pressure offset at subgrade pole := 2 = Isolated pole factor for soil arching be := pole. de' =Effective soldier beam width below subgrade a_ratio:= mini!, i' = Soldier beam arching ratio xt a_ratio = 0.5 qa := 0. psf = Allowable soldier beam tip end bearing pressure fs := 600. psf = Allowable soldier skin friction i:= 125.pcf = Soil unit weight Bouyant Soil Properties (As applicable) = Unit weight of water 1w 62.4.pcf Pp' := Pp if w_table = "n/a" - otherwise -Is Pa' := I Pa if w.-table = "n/a" IPa Os _ 'p,) otherwise Submereged Pressures (As Applicable) Pp' = 400•pcf Pa'= 35.pcf Cantilever H = 12', bm 62.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Lateral Live Load Surcharge Uniform Loading Full := 100•psf Partial := O•psf Hpar:= O-ft Carlsbad Inn Eng: RPR Sheet ..Z...of_ Date: . 4/5/2019 = Uniform Loading full soldier beam height = Uniform Loading partial soldier beam height = Height of partial uniform surcharge loading Ps(y) := Full + Partial if O•ft --~ y :g Hpar Full if Hpar < . --q H Uniform surcharge profile per depth O• psf otherwise Eccentrlc/Conncentrlc Axial & Lateral Point Loading Pr:= 0-kip = Applied axial load per beam e:= o. In = Eccentricity of applied compressive load Pr. e Me:= - = Eccentric bending moment Xt Ph:= 0-lb = lateral pont load at depth "zh" zh:= Q•ft = Distance to lateral point load from top of wall Seismic Lateral Load (Monobe-Okobe. Not ADDlicable EFP := 0. pcf = Seismic force equivalent fluid pressure Es := EFP• H = Maximum seismic force pressure Es Eq(y) := Es— --.y if y:5 H = Maximum seismic force pressure 0• psf otherwise Cantilever H = 12', bm 62.xmcdz 1 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Boussinesa Loading q:= 0•ksf := 0-ft x2:=x1+0ft z:= 0-ft K:= 0.50 (xl 01(y):= atani - 6(y) := .02(y) - 01(y) Carlsbad Inn Eng: RPR Sheet jQof_ Date: 4/5/2019 = Strip load bearing intensity = Distance from bulkhead to closest edge of strip load = Distance from bulkhead to furthest edge of strip Load = Distance below top of wall to strip load surcharge = Coefficient for flexural yeiLdlng of members K = 1.00 (Rigid non-yieLding) (x2 K = 0.75 (Semi-rigid) K = 0.50 (FLexibLe) 02(y):= atan - y) a 6(y) (y):= 01(y)+ —j-- Boussinesq Equation Pb (y) := 0 psf if 0 ft :5 y :5 z 2.q.K.(.(6(y—z)—sin(6(y—z)).cos(2•a(y—z))) if z<y:5H 0. psf otherwise Lateral Surcharge Loading Maximum BoussinesQ Pressure Ay:= 5•ft Given 0•psf dóy Pb(Find(zy)) = 0•psf I I Pb(y)dy=0.klf Jo U 4(1 0(1 Pressure (psf) 100 Cantilever H = 12', bm 62.xmcdz Carlsbad Inn Eng: RPR Sheet 81 Date: 4/5/2019 H+D-z (PE(H + D - z) + ME(z, D). Y) dy+i P(y)dy... =0 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Resolve Forces Acting on Beam (Assume trial values) z:=6•ft D:=dt PA (H) = 420•psf a_ratio. PA(H) = 210. psf 0= 1.1 ft Given Summation of Lateral Forces - PE (H+D-z) P(H + D). z- mE(z,D) 2 JO 11+0 H H+D + [, P()dY+1 PA(Y)dY+ç H+D Ps(y) dy+ I Jo Pb(y) dy+ Eq(y) dy+. Ph J — O Xt Summation of Moments +D) [ -PE(H+D_z)'2 -PE(H+D-z) Pj(H - mE(z, D) ) I m(z, D) +1 (PE(H+ D - z)+ mE(z,D).Y).(z-Y) dy... 6 J 11+0 •H PE(y).(H+ D_y)dy+1 PE(y).(H+ D - y) dy+1 PA(y).(H+ D-y)dy+Me... H+0 H H+D H H+D +1 Ps(y)•(H+D—y)dy+I Eq(y).(H+D—y)dy+I (H+D - Ph PbPb(y) y)dy+—.(H+D-zh) Jo Jo Jo xt (' z>0 I := Find (z,D) LD) D= 16.7ft Cantilever H = 12', bm 62.xmcdz z= 6.7ft =0 Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheetof_ San Diego, CA 92129 Date: 4/5/2019 Soldier Beam Pressure Soil Pressures ?A (H) = 420. psf PD (H + D) = —6000. psf PE (H + D) = —2790. psf PK(H + D) = 6000. psf P(H + D) = 3000. psf -1x103 0 1x103 2x 10 3 Pressure (psf) Shear/ft width Distance to zero shear (From top of Pile) := a — H c4—V(a) while e>0 a- a+ 0.10. ft - V(a) return a -10 -5 0 5 I 19.3 ft I Shear (kif) Cantilever H = 12', bm 62.xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet j...of_ San Diego, CA 92129 Date: 4/5/2019 Determine Minimum Pile Size M(y):= c0 V(y)dy+Me Mm := M(e).xt Mmax = 296.5. kip •ft AISC Steel Construction Manual 13th Edition := 1.67 = Allowable strength reduction factor AISC El ft Fl := 1.33 = Steel overstress for temporary loading Fy• Aa Fb:= = Allowable bending stress Required Section Modulus: Mmax Zr := Flexural Yielding, Lb c Zr = 89.4. in 3 Beam s "W18 x 60" Fb Lr Fb= 39.8•ksi A= I7.6•1n2 bf= 7.6. in K:= 1 d= 18.2. in tf= 0.7. in Z,= 123-in tw = 0.4. in r = 7.5 in Ix = 984. in Axial Stresses X := Fy Fe Fcr:= (0.658X. Fy) if:94.71• (0.877. Fe) otherwise Lu := H if Pile = "Concrete Embed" e otherwise 2 irE Fe (K.Lu'2 Frx ) = Nominal compressive stress - AISC E.3-2 a E3-3 Fcr A = Allowable concentric force- AISC E.3-1 Pc:= Il Ma := z,. Fb = Allowable bending moment - AISC F.2-11 'IPr 8 'Mmax'l Pr Interaction := Ii - + - 9 Ma .1 I. J Pc if - ~ 0.20 = AISC HI-la ft Hi-lb LPc ) ( P Ma ) Mmax ' Interaction = 0.73 ~—Prc + otherwise Cantilever H = 12', bm 62.xmcdz Ma= 408.2.kip;ft Mmax 296.5.kip.ft Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Global Stability FSd = 1.3 = Minimum embedment depth factor of safety Embedment depth increase for mm. FS Dh:= Ceil(D,ft) + 1.ft Slidding Forces: I H+Dh Fs:= V(H + 0) + P(x) dx JO Resisting Forces: FR:=I P(x)dx H+O Overturning Moments: Carlsbad Inn Eng: RPR Sheet 84 Date: 4/5/2019 Fs=9.8klf FR = —13.2klf H H H H Mo:=1 (Dh +H_y).PA(y)dy+ç (Dh +H_Y).Ps(y)dy+ç (Dh +H_Y).Pb(Y)dY+ç (Dh+H—y)•E Jo 0 0 0 +I H+O H+Dh H+Dh-02 Ph dYiDh_i)+1 P(y)dy. +Me+—.(Dh+H—zh) JH JO2 Xt Resisting Moments I O2 MR := (H + Oh— y). P (y) dy H+O Factor of Safety: ( FR SLidding := if I FSd ~ Fs "Ok" , "No Good: Increase Dh" ) MR Overturning := if I FSd :5 - , "Ok" , "No Good: Increase Dh" M ) Cantilever H = 12', bm 62.xmcdz M0 = 94.2. kip MR= —122.1.kip Stidding = "Ok" FRI = 1.35 Fs Overturning = "Ok" IMRI = 1.3 Mo Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet 85 of_ San Diego, CA 92129 Date: 4/5/2019 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 I IT• dia if. Pile = "Concrete Embed" = Applied axial load per beam I[2.(bf+ d)] otherwise Allowable Axial Resistance 7T• dia2• qa Q(y) := p'•fs•y+ if Pile = "Concrete Embed" (bf. d qa) otherwise Dv:= I C 4- 0.ft T4-Q(C) while r>0 + 0.10-ft T +- Pr- Q(C) return C Dv = Oft Dh= l8ft Selected Toe Depth Dtoe:= if(Dh P-- Dv, Dh, Dv) Dtoe= 18 ft Maximum Deflection D L':= H + - 4 x A:= —.11 y.M'(y) dy E-.Ix j0 = Effective length about pile rotation A=0.99•in Cantilever H = 12', bm 62.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR SheetLof_ Date: 4/5/2019 Design Summary: Beam = "W18 x 60" Sb—No - - 1162" H = 12ft = Soldier beam retained height Dtoe = 18 ft = Minimum soldier beam embedment H + Dtoe = 30 ft = Total length of soldier beam Xt = 8 ft = Tributary width of soldier beam dia = 24. in = Soldier beam shaft diameter = 0.99. in = Maximum soldier beam deflection Cantilever H = 12', bm 62.xmcdz LI section 11 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet 87 Date: 4/5/2019 Cantileverd Soldier Beam Design Sb_No := "63-64" Soldier Beam Attributes & Properties Pile := "Concrete Embed" H:= 11-ft = Soldier beam retained height x := 0 Hs:= Oft --> y:=0 Xt:= 8-ft dia:= 24. in = Height of retained slope (As applicable) = Tributary width of soldier beam = Soldier beam shaft diameter de:= dia = Effective soldier beam diameter below subgrade dt := 2-H = Assumed soldier beam embedment depth (Initial Guess) w_table := "n/a" = Depth below top of wall to design ground water table ASTM A992 (Grade 50) Shoring Design Section E:= 29000•ksi Fy:= 50•ksi ASCE 7.2.4.1 (2) 10 D + H + L Lateral Embedment Safety Factor FSd:= 1.25 —50 0 50 Cantilever H = 11, bm 63-64.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet jLof_ Date: 4/5/2019 Soil Parameters Pa := 35. pcf = Active earth pressure Pp := 400. pcf = Passive earth pressure max := 6000. psf = Maximum passive earth prEssure (n/a' = not applicable) Pps: O• psf = Passive pressure offset at subgrade poLe:= 2 = Isolated pole factor for soil arching be := pole de' = Effective soldier beam width beLow subgrade a_ratio:= mini ( be t -, 1 = Soldier beam arching ratio X ) a_ratio = 0.5 qa := 0. psf = Allowable soldier beam tip end bearing pressure fs := 600• psf = Allowable soldier skin friction is:= 125•pcf = Soil unit weight Bouyant Soil Properties (As applicable) = Unit weight of water 1w 62.4•pcf Pp' := Pp if w_tabLe = "n/a" otherwise "15 Pa':= I Pa if w_table = "n/a" I Pa (-is - iw) otherwise is Submereged Pressures (As Applicable) Pp' = 400• pcf Pa'= 35•pcf Cantilever H = 1111 bm 63-64.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Lateral Live Load Surcharge Uniform Loading Full := 100•psf Partial := O•psf Carlsbad Inn Eng: RPR Sheet of_ Date: 4/5/2019 = Uniform loading full soldier beam height = Uniform loading partial soldier beam height Hpar := 0. ft = Height of partial uniform surcharge loading Ps(y) := Full + Partial if 0•ft :5 y:5 Hpar Full if Hpar < -,~ H Uniform surcharge profile per depth 0• psf otherwise Eccentric/Conncentnc Axial & Lateral Point Loading Pr:= 0. kip = Applied axial load per beam e:= 0. in = Eccentricity of applied compressive load Me:= ._! = Eccentric bending moment Xt 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 ADDlicable EFP := 0. pcf = Seismic force equivalent fluid pressure Es := EFP. H = Maximum seismic force pressure Es Eq(y) := Es - y if y:5 H = Maximum seismic force pressure 0. psf otherwise Cantilever H = 11', bm 63-64.xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet pf_ San Diego, CA 92129 Date: 4/5/2019 Boussinesci Loading q:= 0•ksf = Strip Load bearing intensity := 0-ft = Distance from bulkhead to closest edge of strip load := x1 + 0.ft = Distance from bulkhead to furthest edge of strip Load Z':= 0-ft = Distance below top of wall to strip Load surcharge K:= 0.50 = Coefficient for flexural yeiLding of members K = 1.00 (Rigid non-yielding) (_y ,,K = 0.75 (Semi-ngid) X1 X2 1 K = 0.50 (Flexible) 81(y) := atan 02(y) := atani ) \y) 6(y) 6(y) := 02(y) - 01(y) a(y) := 01(y) + Boussinesq Equation Pb(y):= 0•psf If 0ft:5y:5z 2•q•K•71 1.(6(y— z) - sin(6(y— z)).cos(2.a(y— z'))) if z< y:5 H 0. psf otherwise Lateral Surcharge Loading Maximum Boussinesci Pressure y:= 5-ft Given Pb (Ay) = 0psf dty Pb(Flnd(óy)) = 0•psf 1H I Pb(y)dy=0.klf Jo U 4U OU Pressure (psf) 100 Cantilever H = liii bm 63-64.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Resolve Forces Acting on Beam (Assume trial values) z:=6•ft D:=dt PA(H) = 385•psf a_ratio. PA(H) = 192.5•psf 0= 1 ft Given Summation of Lateral Forces Pj(H + D) -PE(H + D - z) ' - PE(H+D-z) - mE(z, D) + r m(z, D) 2 J H+O H H+D + I PE 1(y) dy + 1'A (y) dy + 1 JH 90 0 Carlsbad Inn Eng: RPR Sheet j - of _ Date: 4/5/2019 H+D-z (PE(H+D -z)+mE(zD).y)dy+i P(y)dy... =0 Pb (y) dy+ f Eq(y) dy+ Ph- JO Xt H+D Ps(y) dy+ I Jo Summation of Moments P(H + D) - _PE(H + D - z) '.2 - PE(H+D-z) mE(z, D) j + m(z, D) (PE(H+ D - z) + mE(z,D).Y).(z-Y) dy... 6 Jo H+D-z H+O H +1 PE(y).(H+ D_y)dy+I PE(y).(H+D -y)dy+i 0 H+D H H+D Ph +1 Ps(y).(H+D-y)dy+I Eq(y).(H+D-y)dy+I Jo J0 J0 Xt Z>0 ind(z, D) I := F 1D) z=5.9ft D= 15.3 ft Cantilever H = 11', bm 63-64.xmcdz =0 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR SheetLof_ Date: 4/5/2019 1 Soldier Beam Pressure Soil Pressures PA(H) = 385-psf PD (H + D) = —6000. psf PE (H + D) = —2807.5. psf PK(H + D) = 6000. psf P(H + D) = 3000. psf —10 - lx 10 0 lx iO 2l0 Pressure (psf) Shear/ft width Distance to zero shear (From top of Pile) £:= a4—H while e>0 a'— a+ 0.10. ft e4—V(a) return a —6 —4 —2 0 2 4 I Shear (kit) Cantilever H = II', bm 63-64.xmcdz Shoring Design Group Catisbad Inn 7755 Via Francesco #1 Eng: RPR Sheet 93 of_ San Diego, CA 92129 Date: 4/5/2019 Determine Minimum Pile Size M(Y):=çV(y)dY+Me M m :=M(E)xt Mmax=23l3Pft I AISC Steel Construction Manual 13th Edition fl := 1.67 = Allowable strength reduction factor AISC El a Fl := 1.33 = Steel overstress for temporary loading Fy•ia Fb := = Allowable bending stress Required Section Modulus: Mm Zr:= ax Flexural Yielding, Lb < Zr = 71.5 in Beam a "W18 x 50" Fb Lr Fb=39.8ksi A = 14.7.1n2 bf = 7.5. in d= 18-in tf= 0.6. in L=0.4•in r=7.4.in Fy Axial Stresses Fe Fcr := (0.658x. Fy) 1fK.Lu (0.877. Fe) otherwise K:= I Lu := I H if Pile = "Concrete Embed" e otherwise 2 it Fe (K. Lu r, = Nominal compressive stress - AISC E.3-2 a E3-3 Fcr•A = Allowable concentric force - AISC E.3-1. Pc:= ci Ma := Z,. Fb = Allowable bending moment - AISC F.2-1 Pr 8 (Mmax ')l Pr Interaction := + 9 Ma ) if - ~0.20 = AISC HI-la & Hi-lb PC ( 2• Pr MmaX othe rwise Interaction = 0.71 - Pc Ma ) Cantilever H = 11', bm 63-64.xmcdz Ma= 335.2. kip. ft Mmax = 237.3 kip 1t Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Global Stability FSd = 1.3 = Minimum embedment depth factor of safety Embedment depth increase for mm. FS Dh:= Ceil(D,ft) + 1•ft Stidding Forces: 1H+Dh Fs:=V(H +O)+I P(x) dx JO Resisting Forces: (°2 FR:=I P(x)dx H+O Carlsbad Inn Eng: RPR Sheet 94 .of_ Date: 4/512019 Fs= 8.6kLf FR = —12.7• kLf Overturning Moments: H H H H (Dh H—y).PA(y) dy+I (Dh+ H—y).Ps(y) dY+ç (Dh+ H_Y).Pb(Y)dY+ç (Dh+ H — y).E Jo Jo o 0 H+O H+Dh +I ( o+i P(y)dy. +Me+—.(Dh+H—zh) H+Dh-02 Ph dy. Dh_j) xt Resisting Moments f 02 MR:=I (H+Dh_y).P(y)dy H+0 Factor of Safety: M0 = 76.2. kip MR = —107.9• kip ( FR SLidding := if FSd 15 - , "Ok" , "No Good: Increase Dh" Fs ) SLidding = "Ok" MR Overturning := if FSd :5 - , "Ok" , "No Good: Increase Dh" Overturning = "Ok" MO ) Cantilever H = 11', bm 63-64.xmcdz I FRI - = 1.49 Fs IMRI = 1.42 M0 Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet jof_ San Diego, CA 92129 Date: 4/5/2019 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 = AppUéd axial load per beam P':= if Pile= "Concrete Embed" Applied axial load per beam 17r.dia [.(b + d)] otherwise Allowable Axial Resistance iv. dia2• qa Q (y) := p• is. y + if Pile = "Concrete Embed" (bf. d• qa) otherwise Dv:= I € 4- 0•ft 'r4-Q(C) while i>0 £ 4- £ + 0.10-ft ;r +-- Pr- Q(c) return € Dv = Oft Dh= lift Selected Toe Depth Dtoe:= if(Dh ;-,, Dv, Dh, Dv) Dtoe= lift Maximum Deflection. D L:= H + - 4 Xt 1L á:=—.I1 y.M(y)dy E.I j0 = Effective length about pile rotation A = 0.82• in Cantilever H = 11', bm 63-64.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Design Summary: Beam = "W18 x 50" H = lift Dtoe= 17 ft H + Dtoe= 28ft Xt = 8 ft dia = 24--in = 0.82. in Carlsbad Inn Eng: RPR Sheet j_of........... Date: 4/5/2019 Sb_No = "63-64" = Soldier beam retained height = Minimum soldier beam embedment = Total length of soldier beam = Tributary width of soldier beam = Soldier beam shaft diameter = Maximum soldier beam deflection Cantilever H = 11', bm 63-64.xmcdz Section 12 I Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet j_of_ San Diego, CA 92129 Date: 4/5/2019 Cantileverd Soldier Beam Design Soldier Beam Attributes & Properties Sb_No := "65-66" I Pile := "Concrete Embed" 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 := 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 := "n/a" = Depth below top of watt to design ground water table ASTM A992 (Grade 50) E:=29000•ksi Fy:= 50•ksi ASCE 7.2.4.1 (2) D + H + L Lateral Embedment Safety Factor - FSd:= 1.25 Shoring Design Section —50 0 50 Cantilever H = 10', bm 65-66.xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet 98 San Diego, CA 92129 Date: 4/5/2019 Soil Parameters Pa := 35•pcf = Active earth pressure Pp := 400• pcf = Passive earth pressure max := 6000. psf = Maximum passive earth pressure ("n/a" = not applicable) Pp := 0. psf = Passive pressure offset at subgrade pole:= 2 = Isolated pole factor for soil arching be := pole. de = Effective soldier beam width below subgrade a_ratio:= min(j e , 1 = Soldier beam arching ratio Xt ) a_ratio = 0.5 qa := 0• psf = Allowable soldier beam tip end bearing pressure fs := 600. psf = Allowable soldier skin friction l:= 125.pcf = Soil unit weight Bouyant Soil Properties (AS applicable) 62.4. pcf = Unit weight of water Pp' := I Pp if w_tabte = "n/a" I Pp ( - otherwise is Pa:= I Pa if w_table = "n/a" I Pa - . (is - iw) otherwise. Submereged Pressures (As Applicable) Pp '= 400. pcf Pa= 35.pcf Cantilever H = 10', bm 65-66.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Lateral Live Load Surcharge Uniform Loading FuLL := 100. psf = Uniform loading full soldier beam height Carlsbad Inn Eng: RPR Sheet Lof_ Date: 4/5/2019 Partial := 0•psf = Uniform Loading partial soldier beam height Hpar := o• ft = Height of partial uniform surcharge loading Ps (y) := Full + Partial if 0. ft 5 y --~ Hpar Full if Hpar < ,. --~ H Uniform surcharge profile per depth O• psf otherwise Eccentric/Conncentnc Axial & Lateral Point Loadin Pr:= 0-kip = Applied axial load per beam e:= 0. in = Eccentricity of applied compressive load Me:= Pr•e - = Eccentric bending moment Xt. 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 AoDlicable EFP := 0. pcf = Seismic force equivalent fluid pressure Es := EFP. H = Maximum seismic force pressure Es Eq(y) := Es - --•y if y:5 H = Maximum seismic force pressure 0• psf otherwise Cantilever H = 10', bm 65-66.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Boussinesci Loading q:= 0.ksf := 0ft X2:= x1 + 0-ft Z:= 0-ft K:= 0.50 (xi 01(y) := atani - 6(y) := 02(y) - 01(y) Carlsbad Inn Eng: RPR SheetEQof_ Date: 4/5/2019 = Strip load bearing intensity = Distance from bulkhead to closest edge of strip Load = Distance from bulkhead to furthest edge of strip load = Distance below top of wall to strip load surcharge = Coefficient for flexural yeilding of members K = 1.00 (Rigid non-yielding) (x2 K = 0.75 (Semi-rigid) K = 0.50 (Flexible) 02(y):=atan y) a(y):= 6(y) Boussinesq Equation Pb(y):= 0•psf if 0ft:gy_-~z 2.q.K.7t 1.(6(y— z) - sin(6(y— z))•cos(2.cx(y— z))) If z<y:5 H O psf otherwise Lateral Surcharge Loading Maximum Boussinesci Pressure I y:= 5-ft Given eM —Pb(Ay)=0.psf dy Pb(Find(Ay)) = 0•psf I Pb(y)dy=0.kLf 0 20 40 60 100 JO Pressure (psf) Cantilever H = 10', bm 65-66.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Resolve Forces Acting on Beam (Assume trial values) z:=6•ft D:=dt PA(H) = 350•psf a_ratio. PA(H) = 175•psf O=0.9ft Given Summation of Lateral Forces -PE (H+D-z) Pj(H + D). z - m (z, D) m:(z,D) 2 H+D E H JO PE(y)dy+i PA(Y)dY+ JO JO Carlsbad Inn Eng: RPR Sheet j..tof_ Date: 4/5/2019 H+D-z (PE(H+D_z)+m(z,D).y)dy+1 PE(y)dy... =0 H+O r Ph H Pb (y) dy+ Eq(y) dy+ - JO Xt H+D Ps(y) dy+I JO Summation of Moments P(H -s -D) [ -PE(H+D-z)'2 -P(H-i-D-z) ME (z, D) ) I mE(z, D) +1 (PE(H + D -z)+mE(z,D).y).(z-y)dy... 6 Jo H+D-z H+O H + [, PE(y).(H+ D - y) dy+1 PE(y).(H+ D_y)dy+1 PA(y).(H+ D-y)dy+Me.:. H+O H H+D H H+D +1 Ps(y).(H+D—y)dy+I Eq(y).(H+D—y)dy+I Pb(y) (H + D - y)dy+ Ph —.(H+D-zh) Jo Jo Jo x (z' z>0 _____ I :=Find (z,D) z=5.lft 1D) D= 13.9ft Cantilever H = 10', bm 65-66.xmcdz [1 Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet j aof_ San Diego, CA 92129 Date: 4/5/2019 Soldier Beam Pressure Soil Pressures PA (H) = 350. psf D (H + D) = -5574• psf r L L PE (H + D) = -2612. psf PK(H + D) = 6000. psf P(H + D) = 3000. psf - c 1O3 - lx JO3 0 lx 1O3 2x Pressure (psf) Shear/ft width Distance to zero shear (From top of Pile) £:= a e -V(a) while e>0 a4-a+0.10•ft - V(a) return a -6 -4 -2 0 2 4 I €= 16.2ft Shear (kif) Cantilever H = 10', bm 65-66.xmcdz Shoring Design Group - Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet j.of_ San Dieao, CA 92129 Die--4/5501 9 Determine Minimum Pile Size M(Y):=çV(Y)dy+Me Mx:=M(C).xt I M=186.4.kip.ft I AISC Steel Construction Manual 13th Edition Ii := 1.67 = Allowable strength reduction factor AI.SC El It Fl Aa := 1.33 = Steel overstress for temporary loading F Fb :=y•io S = Allowable bending stress Required Section Modulus: Mm ax Zr Fb Beam a "Wi 6 x 40" Flexural Yielding, Lb < Zr = 56.21n3 Lr Fb= 39.8•ksi A= 11.8•in2 bf= 7-in K:= 1 d= 16-in 0.5. in Zx = t=0.3.in r=6.6.in = 518•in4 Axial Stresses X:= Fy Fe Fcr: (0.658>Fy) i:.!±:54.7t.f111 (0.877. Fe) otherwise Lu := H if Pile = "Concrete Embed" € otherwise 2 it Fe := (K.Lu'2 r = Nominal compressive stress- AISC E.3-2 & E3-3 Pc := F cr A = Allowable concentric force - AISC E.3-1 Ii Ma:= Z .Fb = Allowable bending moment - AISC F.2-11 Pr 8(Mmax)l Pr Interaction:= + Ma , if ~ 0.20 PC = AISC HI-la & Hi-lb. otherwi + se I 2 Pr Mmax'I Interaction = 0.77 I - LPc Ma ) Cantilever H = 10', bm 65-66.xmcdz Ma= 242.2. kip. ft Mmax 186.4•kip•ft I Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Global Stability FSd = 1.3 = Minimum embedment depth factor of safety Embedment depth increase for mm. FS Dh:= CeiL(D,ft) + 1•ft SUdding Forces: H+Dh Fs:=V(H+O)+I P(x)dx JO2 Resisting Forces: 02 FR:=I P(x)dx H+0 Carlsbad Inn Eng: RPR Shed ±.of_ Date: 4/5/2019 Fs= 7.6.kLf FR = —9.9. klf Overturning Moments: H H H H Mo:=1 (Dh (Dh +H—y).Ps(y)dy+I (Dh +H—y).Pb(y)dy+I (Dh +H—y)•E Jo 0 'O '0 + 11+0 H+Dh H+Dh-02 Ph E (Y) dy P(y)dy. +Me+—.(Dh+H—zh) I • Dh - JO2 Xt Resisting Moments (°2 MR:=I (H+Dh—y)•P(y)dy H+O M0 = 58.2- kip MR = —74. kip Factor of Safety: ( FR SLidding : = if I FSd 5 - , "Ok" , "No Good: Increase Dh" Fs ) MR Overturning := If FSd 15 - , "Ok" , "No Good: Increase Dh" Overturning = "Ok" M ) Cantilever H = 10', bm 65-66.xmcdz Slidding = "Ok" I FRI - = 1.31 Fs IMRI = 1.27 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet j...o L201 Da ....... te : 4/519 Vertical Embedment Depth Axial Resistance qa = 0•psf = Allowable soldier beam tip end bearing pressure I's = 600. psf = Allowable soldier skin friction Pr = 0. kip = Applied axial load per beam P':= 1 7r.dia If Pile = "Concrete Embed" = Applied axial load per beam 1 2.(bf+d)] otherwise Allowable Axial Resistance ir d1a qa2. Q(y) := p•fs•y + if Pile = "Concrete Embed" (bf. d• qa) otherwise C 4- 0.ft while T>0 C 4— € + 0.10-ft 'r4— Pr— Q(€) return C Selected Toe Depth Dtoe:= if(Dh ~: Dv, Dh, Dv) Dv = Oft Dh.= 15 ft Dtoe= 15 ft Maximum Deflection D L:= H + - 4 x .A:= —.1 y.M(y) dy E. Ix 10 = Effective length about pile rotation = 0.82--in Cantilever H = 10', bm 65-66.xmcdz - Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Design Summary: Beam = "W16 x 40" H= lOft Dtoe=lsft H + Dtoe = 25 ft xt=8ft dia = 24. in = 0.82. in Carlsbad Inn Eng: RPR Sheet .!06 ..of_ Date: 4/5/2019 Sb_No = 1165-66" = Soldier beam retained height = Minimum soldier beam embedment = Total length of soldier beam = Tributary width of soldier beam = Soldier beam shaft diameter = Maximum soldier beam deflection Cantilever H = 10', bm 65-66.xmcdz Section 1.3 Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng:. RPR Sheetj.of_ San Diego, CA 92129 Date: 4/5/2019 Cantileverd Soldier Beam Design Sb_No := "67-68" Soldier Beam Attributes & Properties Pile := "Concrete Embed" H:= 9-ft = Soldier beam retained height x:= 0 Hs:= 0-ft -> y:=0 X:= 8-ft dia:= 24- in de':= diä dt:=2•H w_table := "n/a" = Height of retained slope (As applicable) = Tributary width of soldier beam = Soldier beam shaft diameter = Effective soldier beam diameter below subgrade = Assumed soldier beam embedment depth (Initial Guess) = Depth below top of wall to design ground water table ASTM A992 (Grade 50) E:= 29000. ksi Fy:= 50. ksi ASCE 7.2.4.1 (2) D + H + L Lateral Embedment Safety Factor - 1.25 Shoring Design Section —50 0 50 Cantilever H = 9', bm 67-68.xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet j of_. San Diego, CA 92129 Date: 4/5/2019 Soil Parameters Pa := 35• pci = Active earth pressure Pp := 400. pcf = Passive earth pressure 1'max := 6000. psf = Maximum passive earth pressure ("Na"= not applicable) Pps:= 0• psf = Passive pressure offset at subgrade poLe:= 2 = Isolated pole factor for soil arching be:= pote•de' = Effective soldier beam width below subgrade a_ratio:= min( ~x2t , 1 = Soldier beam arching ratio ) a_ratio= 0.5 qa := 0• psf = Allowable soldier beam tip end bearing pressure fs := 600. psf = Allowable soldier skin friction 1:= 125. pcf = Soil unit weight Bouyant Soil Properties (As applicable) = Unit weight of water i:= 62.4. pcf Pp' := Pp if w_table = "n/a". PIP otherwise -Is Pa' := I Pa if w_tablé = 'In/al- Pa - . (is - iw) otherwise Submereged Pressures (As Applicable) Pp' = 400. pcf Pa'= 35.pcf Cantilever H = 9', bm 67-68.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Lateral Live Load Surcharge Uniform Loading Full := 100•psf = Uniform loading full soldier beam height Carlsbad Inn Eng: RPR Sheet jof_ Date: 4/5/2019 Partial := O•psf = Uniform loading partial soldier beam height Hpar:= O-ft = Height of partial uniform surcharge loading Ps(y) := Full + Partial if 0.ft :5 y--~ Hpar Full if Hpar < :5 H Uniform surcharge profile per depth 0. psf otherwise Eccentric/Conncentrlc Axial ft Lateral Point Loading Pr:= 0. kip = Applied axial load per beam e:= 0. in = Eccentricity of applied compressive load Me:= = Eccentric bending moment Xt Ph := 0. lb = lateral pont load at depth "zh" zh:= o-ft = Distance to lateral point load from top of wall Seismic Lateral Load (Monobe-Okobe. Not ADDlicable EFP := 0• pcf = Seismic force equivalent fluid pressure Es := EFP. H = Maximum seismic force pressure Es Eq(y) := Es - if y:5 H = Maximum seismic force pressure 0•psf otherwise Cantilever H = 9', bm 67-68.xmcdz H1 Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet j.iQof_ San Diego, CA 92129 Date: 4/5/2019 Boussinesci Loading q:= 0•ksf = Strip Load bearing intensity := 0. ft = Distance from bulkhead to cLosest edge of strip Load x2:= x1 + 0•ft = Distance from bulkhead to furthest edge of strip Load z:= 0-ft = Distance below top of wall to strip Load surcharge K:= 0.50 = Coefficient for flexural yeilding of members K = 1.00 (Rigid non-yielding) , \ (x2 K = 0.75 (Semi-rigid) X1 K = 0.50 (Flexible) Ol(Y):=atan —) 02(Y):=atan —) 6(y):= 92(y) - 81(y) a(y):= 01(y) + Boussinesq Equation Pb(y):= 0•psf if 0ft:5y:5z 2.qK7r7 1•(6(y— z') - sin(6(y— z')).cos(2.a(y— z'))) If z'<y5 H 0. psf otherwise Lateral Surcharge Loading Maximum Boussinesa Pressure 1y:= 5-ft Given 0•psf dAy Pb(Find(Ay)) = 0•psf 1H Pb(y)dy=0.kLf JO 0 20 40 60 80 100 Pressure (psf) Cantilever H = 9', bm 67-68.xmcdz a Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Resolve Forces Acting on Beam (Assume trial values) z:=6•ft D:=dt PA(H) = 315•psf a_ratio.PA(H) = 157.5•psf 0= 0.8ft Given Summation of Lateral Forces Pj(H + D) -PE(H + D - z) - PE(H+D-.z) mE(z, D) ' + r m(z, D) 2 Jo 14+0 H H+D + I PE (y) dy+ dy+ Ps (y) dy 0 0 Carlsbad Inn Eng: RPR Sheet jflof_ Date: 4/5/2019 H+D-z (PE(H + D - z) +mE(z,D).y) dy+ I PE(y)dy... =0 40 Pb(y) dy+ f Eq(y) dy+ Ph Jo Jo xt Summation of Moments -PE(H + D - z) 2 - PE(H-i-D-z) P(H + D)- (Z - mE(z,D) ) I mE(z,D) 1 (PE(A+D-z)-s-mE(zD).y).(z-y) dy... 6 Jo H-4-D-z H+0 H +1 PE(y).(H+D —y)dy+I P(y).(H+D-y)dy+1 H+O H 0 H+D H H+D +1 Ps(y).(H+D—y)dy+I Eq(y).(H+D—y)dy+I Ph Pb(y)(H+D - Ph JO J0 JO xt z>0 I :=Find (z,D) z=4.3ft D) D= 12.6ft Cantilever H = 9', bm 67-68.xmcdz =0 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheetjj2...of_ Date: 4/5/2019 Soldier Beam Pressure Soil Pressures PA (H) = 315. psf PD (H + D) = —5038.4. psf PE (H + D) = —2361.7. psf K (H + D) = 6000. psf Pi (H + D) = 3000. psf - c 10 - Ix 1O 0 lx 1O3 c 1O3 Pressure (psi) Shear/ft width Distance to zero shear (From top of Pile) := a c V(a) while e>0 a4—a+0.1O•ft return a —6 —4 —2 0 2 4 I c=14.7ft I Shear (k1) Cantilever H = 9', bm 67-68.xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet jjof_ San Diego, CA 92129 Date: 4/5/2019 Determine Minimum Pile Size M(y):=çV(Y)dY+Me Mmax:=M(E)xt I Mmax =143.2•ki•ft I AISC Steel Construction Manual 13th Edition := 1.67 = Allowable strength reduction factor AISC El & Fl := 1.33 = Steel overstress for temporary loading F Fb := y•ia = Allowable bending stress Il Required Section Modulus: Mmax Z:= r Fb Beam a "W14x38" Flexural Yielding, Lb < Zr =,43.1 -in 3 Lr Fb=39.8ksi A = 11.2. in2 bf = 6.8. in d=14.1-in tf=O.51fl tw = 0.3. in rx = 5.9. in Axial Stresses X:= Fy K. Lu FE Fe Fcr := (0.658).Fy) if:54.7l• (0.877. Fe) otherwise Lu := H if Pile = "Concrete Embed" € otherwise 2 .r Fe 'f ('_xLU r = Nominal compressive stress - AISC E.3-2 a E3-3 K:= 1 Z= 61.5•in3 = 385. in Fcr•A = Allowable concentric force - AISC E.3-1 Pc:= Il Ma:= Z .Fb = Allowable bending moment - AISC F.2-1 [Pr 8 (max' )j Pr l lnteractiàn:= I—+ M -.I I if —0.20 9 Ma Pc ~ =AISCH1-laaHl-lb [Pc + P Mmax' otherwise Interaction = 0.7 (~_Prc Ma ) Cantilever H = 9', bm 67-68.xmcdz Ma=204.1• kip. ft Mmax= 143.2.kip.ft Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Global Stability FSd = 1.3 = Minimum embedment depth factor of safety Embedment depth increase for min. FS Dh:= Cei((D,ft) + 1•ft SLidding Forces: H+Dh Fs:= V(H + 0) + Pn(x) dx JO2 Resisting Forces: f°2 FR:= I P(x) dx H+O Carlsbad Inn Eng: RPR Sheet jj±of_ Date: 4/5/2019 Fs= 6.4•klf FR = I I Overturning Moments: 0 H H H H =1 (Dh +HY).PA(Y)dY+ç (Dh +H_Y).PS(Y)dY+ç (Dh +H_Y).Pb(Y)dY+ç (Dh +H—y).F 0 0 0 H-4-0 H+Dh 02 Ph f H+Dh +1 PE(Y)dY{Dh-- o' +1 P(y)dy. +Me+—. (Dh +H—zh) .02 3) i Xt Resisting Moments O MR:= I (H + Dh - y)-P(y) dy H+0 Factor of Safety: Mo = 45.3. kip MR= —63. kip ( FR Slidding := if FSd :5 - , "Ok" , "No Good: Increase Dh" Fs ) SLidding = "Ok" ( MR Overturning := if FSd :5 - , "Ok" , "No Good: Increase Dh" Overturning = "Ok" M ) Cantilever H = 9', bm 67-68.xmcdz I FRI - = 1.45 Fs IMRI - = 1.39 M0 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet 11 Date: 4/5/2019 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':= ir•dia if Pile = "Concrete Embed" = Applied axial load per beam [2.(bf + d)] otherwise Allowable Axial Resistance ir. dia • qa2 Q(y) := p•fs•y + if Pile = "Concrete Embed" (bf.d.qa) otherwise Dv:= € 4- O-ft T4-Q(C) while r>0 £ 4- C + 0.10-ft er - Pr- Q(e) return C Selected Toe Depth Dtoe:= lf(Dh ;-> Dv, Dh, Dv) Dv = Oft Dh= l4ft Dtoe= 14 ft Maximum Deflection D L:= H + - 4 x :=—•I y•M(y)dy E. Ix j0 = Effective length about pile rotation = 0.69. in Cantilever H = 9', bm 67-68.xmcdz = Minimum soldier beam embedment = Total length of soldier beam = Tributary width of soldier beam = Soldier beam shaft diameter = Maximum soldier beam deflection Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Design Summary: Beam = "W14 x 38" H = 9ft Dtoe= 14 ft H + Dtoe = 23 ft Xt = 8 ft dia= 24. in A= 0.69. in Carlsbad Inn Eng: RPR Sheet jjjof_ Date: 4/5/2019 Sb_No = "67-68" = Soldier beam retained height r~ Cantilever H = 9', bm 67-68.xmcdz Section 14 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR SheetflLof_ Date: 4/5/2019 Cantileverd Soldier Beam Design Sb_No := "69" Soldier Beam Attributes & Properties Pile := "Concrete Embed" H:= 8-ft = Soldier beam retained height x:= 0 Hs:=0•ft --> y:= 0 Xt:= 8-ft dia:= 24-in de':= dia dt:= 2•I1 w_table := "n/a" = Height of retained slope (As applicable) Tributary width of soldier beam = Soldier beam shaft diameter = Effective soldier beam diameter below subgrade = Assumed soldier beam embedment depth (Initial Guess) = Depth below top of wall to design ground water table ASTM A992 (Grade 50 E:= 29000 ksi Fy:= 50. ksi ASCE 7.2.4.1 (2) D + H + L U Lateral Embedment Safety Factor FSd:= 1.25 Shoring Design Section -50 0 50 Cantilever H = 8', bm 69xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet 118 of San Diego, CA 92129 Date: 4/5/2019 Soil Parameters Pa:= 35•pcf = Active earth pressure Pp := 400. pcf = Passive earth pressure 1'max := 6000. psf = Maximum passive earth pressure ("Na" = not applicable) Pp5 := 0• psf = Passive pressure offset at subgrade pole := 2 = Isolated pole factor for soil arching be:= pole. de' = Effective soldier beam width below subgrade (be a_ratio:= mini -, 1 = Soldier beam arching ratio Xt ) a_ratio = 0.5 qa := 0• psf = Allowable soldier beam tip end bearing pressure fs := 600. psf = Allowable soldier skin friction 125.pcf = Soil unit weight Bouyant Soil Properties (As applicable) = Unit weight of water lw:= 62.4•pcf Pp' := Pp if w_table = "n/a" Pp is 'iw) otherwise Ys Pa' := Pa if w_table = "n/a" Pa w) otherwise ls Submereged Pressures (As Applicable) Pp' = 400 péf Pa' = 35pcf Cantilever H = 8', bm 69.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Lateral Live Load Surcharge Uniform LoadinR FuLL:= 100•psf Partial := O•psf Carlsbad Inn Eng: RPR Sheet jj!.of_ Date: 4/5/2019 = Uniform Loading full soldier beam height = Uniform loading partial soldier beam height Hpar := 0. ft = Height of partial uniform surcharge Loading Ps(y) := Full + Partial if O•ft :5 y:5 Hpar Full if Hpar < --~ H Uniform surcharge profile per depth 0•psf otherwise Eccentrlc/Conncentric Axial & Lateral Point Loading Pr:= 0. kip = Applied axial load per beam e:= O.in = Eccentricity of applied compressive load Me := ._! = Eccentric bending moment Xt Ph := 0. Lb = lateral pont Load at depth °zh" zh:= O-ft = Distance to lateral point Load from top of wall Seismic Lateral Load (Monobe-Okobe, Not Applicable) S I EFP:= O•pcf = Seismic force equivalent fluid pressure Es := EFP. H = Maximum seismic force pressure Es Eq(y) := Es - y if y:5 H = Maximum seismic force pressure 0. psf otherwise Cantilever H = 8', bm 69.xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesóo #1 S Eng: RPR Sheetj2Qof_ San Diego, CA 92129 Date: 4/5/2019 Boussinesu Loading q:= 0.ksf = Strip load bearing intensity x1 := 0-ft = Distance from bulkhead to closest edge of strip toad + o•ft = Distance from bulkhead to furthest edge of strip Load f:= 0. ft = Distance below top of wall to strip toad surcharge K:= 0.50 = Coefficient for flexural yeiLding of members K = 1.00 (Rigid non-yielding) / \ , K = 0.75 (Semi-rigid) X1 1 1 X2 1 K = 0.50 (Flexible) 81(y) := atan) e2(y) := atan) 8(y) 8(y) := 02(y) - 01(y) a(y) := 01(y) + floussinesq Equation Pb(y):= 0•psf if 0ft:5y:5z 2.q.K.7r 1.(8(y— z') - sin(8(y— z))•cos(2•a(y— z))) if z<y:5 H 0. psf otherwise Lateral Surcharge Loading Maximum Boussinesg Pressure Ay:= 5-ft Given —Pb(Ay)0.psf diy Pb(Find(y)) = 0•psf f. Pb(y)dy=0.kLf Jo b 6 4 "0 20 40 60 80 100 Pressure (psf) Cantilever H = 8, bm 69.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Resolve Forces Acting on Beam (Assume trial values) z:= 6-ft D:= dt PA(H)=280.psf a_ratio. PA(H) = 154. psf 0= 0.7 ft Given Summation of Lateral Forces -PE(H+D -z) / - PE(H+D-z) ( P(H + D),I z - mE(z,D) . m(z, D) '¼ ) 2 -'-Il + 1H+O dy+ dy+ 1H+D Carlsbad Inn Eng: RPR Sheet jjtof_ Date: 4/5/2019 H+D-z (PE(H+D_z)+mE(z,D).Y)dy+I dy... =0 H+O Pb(y).dy+ f Eq(y)dy+— Ph X H+D Ps(y)dy+f O Summation of Moments P(H+D) [ -PE(H+D-z)'2 _PE(H+D-z) mE(z, D) ) I mE(z, D) 6 +1 (PE (H+ D- z) + mE(zD).Y).(z-Y) J H+D-z 14+0 H +1 PE(y).(H+ D - y) dy+1 P(y).(H+ D_y)dy+1 PA(y).(H+ D-y) dy+Me H+O H O H+D H H+D +1 Ps(y).(H+D—y)dy+I Eq(y).(H+D—y)dy+I Ph Pb(y) (H+D-y)dy+—.(H+D-zh) JO JO JO xt I :=Find (z,D) . z=3.4ft D= 10.8ft Cantilever H = 8', bm 69.xmcdz =0 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet!22 of_ Date: 4/5/2019 Soldier Beam Pressure I I Soil Pressures PA (H) = 280. psf PD (H + D) = -4323.9. psf PE (H + D) = -2224.1. psf PK(H + D) = 6000. psf P(H + D) = 3300. psf 3 3 - Zoe - lx 1O3 0 Ix iO c IO 3x 1O3 Pressure (psf) Shear/ft width TT Distance to zero shear (From top of Pile) €:= a while c.>0 a4-a+O.10•ft E 4- V(a) return a E=l3ft -4 -2 0 2 Shear (kif) Cantilever H = 8', bm 69.xmcclz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheetj.23 of_ San Diego, CA 92129 Date: 4/5/2019 Determine Minimum Pile Size M(y) ç 0 V(y)dy+Me Mm :=M(e).xax t I Mm ax =105•kiPft I AISC Steel Construction Manual 13th Edition fl= 1.67 = Allowable strength reduction factor AISC El & Fl Acr := 1.33 = Steel overstress for temporary loading Fa Fb :=y• = Allowable bending stress ci Required Section Modulus: Mm ax Z := Fb Beam a "W14x30" Flexural Yielding, Lb < Zr = 31.6. in Lr Fb=39.8•ksi A = 8.9 in d= 13.8. in tw = 0.3. in Axial Stresses X := Fy Fe Fcr := (0.658X.Fy) if:94.7l ITE Ix y (0.877. Fe) otherwise Lu := H if Pile = "Concrete Embed" £ otherwise 2 ir Fe := (K.Lu'2 r = Nominal compressive stress - AISC E.3-2 & E3-3 bf= 6.7. in K:= 1 tf= 0.4. in = 47.3.1n3 r= = 291•1n4 Fcr A = Allowable concentric force - AISC E.3-1 Pc:= ci Ma:= Z .Fb = Allowable bending moment - AISC F.2-1 Interaction : I I - + 8 —.1 Mmax Pr i if - ;-> 0.20 = AISC I-Il-la & Hi-lb LPc 9 Ma )j Pc Pr h max' Interaction = 0.67 I - + otherwise L2Pc Ma ) Cantilever H = 8', bm 69.xmcdz Ma= 157. kip. ft Mmax = 105. kip. ft Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Global Stability FSd = 1.3 = Minimum embedment depth factor of safety Embedment depth increase for mm. FS Dh:= Ceil(D,ft) + 1-ft Slidding Forces: 1H+Dh Fs:=V(H+0)+I P(x)dx JO Resisting Forces: 102 FR:=I P(x)dx H+O Carlsbad Inn Eng: RPR Sheet j.g40f_ Date: 4/5/2019 Fs= 5.6.klf FR= —8•ktf Overturning Moments: =1 H H H H (Dh+.H_y).PA(Y)dy+ç (Dh +H—y).Ps(y)dy+I (Dh +H_Y).Pb(Y)dY+ç (Dh+H-y).E 0 0 0 0 +I H+0 ( dy•Dh - i) +1 H+Dh H+Dh-02 P(y) dy• + Me + Ph —.(Dh + H - zh) JO2 x Resisting Moments 1°2 MR := (H + Dh - y). P(y) dy H+O Factor of Safety: ( FR "I Slidding := ifI FSd - , "Ok" , "No Good: Increase Dh" Fs ) M0 = 32.5 -kip MR = kip SLidding = "Ok" VRI - = 1.42 Fs IMRI = 1.38 Overturning := if FSd :5 - , "Ok" , "No Good: Increase Dh" Overturning = "Ok" MO ) Cantilever H = 8', bm 69.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Ca,lsbad Inn Eng: RPR Sheet j.of_ Date: 4/5/2019 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':= 7r•dla if Pile = "Concrete Embed" = Applied axial load per beam I[.(b+d)] otherwise Allowable Axial Resistance ir dia2• qa Q(y) := p'.fs•y + if Me = "Concrete Embed" (bf.ci.qa) otherwise Dv:= I € 4- 0-ft while T)0 €4- E + 0.10-ft r— Pr— Q(e) return C Selected Toe Depth Dtoe:= if(Dh ~: Dv, Dh, Dv) Dv = Oft Dh= l2ft Dtoe= 12 ft Maximum Deflection D L:= H + - 4 E L, Xt y•M'(y)dy E. IX j0 = Effective length-about pile rotation = 0.52. in Cantilever H = 8', bm 69.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Design Summary: Beam = "W14 x 30" H 8 ft Dtoe= 12 ft H + Dtoe= 20ft Xt= 8ft dia = 24. in = 0.52. in Carlsbad Inn Eng: RPR Sheet j.of_ Date: 4/5/2019 Sb_No = 1169" = Soldier beam retained height = Minimum soldier beam embedment = Total length of soldier beam = Tributary width of soldier beam = Soldier beam shaft diameter = Maximum soldier beam deflection Cantilever H = 8', bm 69.xmcdz Section 15 Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheetj 27 of_ San Diego, CA 92129 Date: 7/23/2019 Pipe Strut Design Pipe Sturt Attributes & Properties P:= 35.2. kip = Reaction/Load tributary to strut support (4.4kLf max reaction) a:= 0. deg = Angle of restrained strut with horizontal L:= 5-ft = Pipe strut unbraced Length R:= = Pipe strut load if(a=0, 1, Cos (a)) R = 35.2. kip Strut Properties Pipe a "6-inch Sch. 40 Pipe" ASTM A53 Gr. B A= 5.2•in2 d0 = 6.6. in I = 26.5-in' r= 2.3. in Fy:= 35•ksi y:= 490•pcf tw= 0.261.in d = 6.1-in Z= 10.6•1n3 E:= 29000ksi Fu:= 65•ksi K:= I Slenderness Ratio - AISC Table 84.1 d0tw 1 = 25.4 Compression 0.11E = 91.1 Fy Flexure 0.07E 0.31-E Compression = "Non-Slender" = 58 = 256.9' Fy Fy Flexure = "Compact" Pipe Stñit Design_RI .xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheetjjof_ San Diego, CA 92129 Date: 7/23/2019 Concentric Compression—AISC Chapter E f 1.67 -> Allowable strength safety factor Flexural Buckling - "Non-Slender Element" 2 w K.L F— •E Fy - = 26.7 ---> Slenderness Ratio e 2 r (K.L' F... K. L E Fcr:= 0.658 Fy if ~ 471 FT = Nominal compressive stress - AISC E.3-2 & EM 3-3 — 0.877 Fe• otherwise Fcr A Allowable compressive force - AISC E.3-I ci R=35.2.kip Pc= 105.1 -kip Flexure (Dead Load)_AISC Chapter F M:= y.AL ---> Dead load maximum bending Slenderness Ratio - AISC Table B4.1 d0•tw 1 = 25.4 0.45•E = 372.9 ---> AISC F8 Fy Mc:= I Z. Fy. fC 1 if Flexure = "Compact" (o.021.E ' S + Fy - if Flexure = Non-Compact" d0•tw )ci 0.33.E•S otherwise do* tw•fl Allowable Bendina - AISC F8 M= 0.1-ft-kip Mc= 18.5. ft. kip AISC Hi-la & HI-lb [ ; R 1lnteraction:= -+ -.( T M R ~ if 0.20 c 9 )j Pc (R M I - + - otherwise 2•Pc Mc) Interaction = 0.338 Unity = "Ok" Pipe Strut Design_RI .xmcdz Shoring Design Group 7755 Via Francesco #1. San Diego, CA 92129 Bearing Plate Connection P= 35.2- kip fm': 2000. psi P Areq := 0.60.fm• 0.25 = Maximum strut design load = CMU wall compressive strength = Minimum bearing area required Carlsbad Inn Eng: RPR Sheet 129 of Date: 7/23/2019 Areq = 117.3•in2 y Areq = 10.8•1n--> Use 12 square plate b:= 12-in L:= 12-in Determine minimum plate thickness Fy := 36. ksi = Bearing plate yield stress fa := - = Maximum bearing stress b. L 1 (b_d02 Mmax:= •fa.in = Maximum bending moment Mmax Sr:= S = Required section modulus 0.80•Fy = J 6Sr = Radius of gyration in t = 0.43. in Use 5/8 thick steel plate Pipe Strut DesIgnR1 .xmcdz Shoring Design Group Catisbad Inn 7755 Via Francesco #1 Eng: RPR Sheet .flQpf_ San Diego, CA 92129 Date: 7/23/2019 Pipe Strut Design Sb_No := "23, 26" Pipe Sturt Attributes ft Properties P:= 48. kip = Reaction/Load tributary to strut support a:= 0-deg = Angle of restrained strut with horizontal L:= 5-ft = Pipe strut unbraced length P R:= = Pipe strut Load if(a= 0,1, Cos (a)) R=48.kip Strut Properties Pipe a "6-inch Sch. 40 Pipe" ASTM A53 Gr. B A= 5.2.in2 d,= 6.6. in I = 26.5.in4 r= 2.3. in Fy:= 35.ksi tw= 0.261•in di = 6.1•ifl Z= 10.6•in3 E:= 29000•ksi Fu:= 65•ksi 1:= 490. pcf K:= 1 Slenderness Ratio - AISC Table B4.1 do, tw = 25.4 Compression 0.11•E = 91.1 Fy Flexure 0.07. E 0.31 E Compression = "Non-Slender" =58 =256.9 Fy Fy Flexure = "Compact" I Pipe Strut Design (sb#23, 26)_RI .xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet j.j.of_ San Diego, CA 92129 Date: 7/23/2019 Concentric Compression_AISC Chapter E fl := 1.67 -> Allowable strength safety factor Flexural Buckling - "Non-Slender Element" 2 'n .E F = 26.7 ---> Slenderness Ratio Fe .= X:= r Fe (r—L ) x K.L. -. Fcr := 0.658 •Fy if :5 4.71J = Nominal compressive stress - AISC E.3-2 & E3-3 - 0.877. Fe otherwise Fcr•A Allowable compressive force - AISC E.3-1 ci R=48•kip Pc= 105.1 -kip Flexure (Dead Load)_AISC Chapter F M:= AL2 ---> Dead load maximum bending Slenderness Ratio AISC Table B4.1 d0•tw = 25.4 0.45 E = 372.9 --> AISC F8 Fy Mc:= I Z Fy. fl 1 if Flexure = "Compact" (o.021.E S + Fy • - if Flexure = "Non-Compact" d0•tw1 )fl 0.33-E-S otherwise d0•tw 1.n Allowable Bendinci - AISC F8 M= 0.1-ft-kip Mc= 18.5. ft. kip AISC Hi-la & HI-lb [T R( T M 1lnteraction:= + R ~if 0.20 8. 9 )j Pc (~. R M' -+- otherwise Pc Mc) Interaction = 0.459 ______________________ Unity = "Ok" Pipe Strut Design (sb#23, 26)_RI .xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet j.of_ San Diego, CA 92129 Date: 7/23/2019 Bearing Plate Connection P=48.kip = Maximum strut design load fm:= 2000. psi P Areq := 0.60. fm'. 0.25 = CMU wall compressive strength = Minimum bearing area required Areq = 160.in2 s/ Areq = 12.6•irr-> Use 12" square plate WI 24" wide timber cribing b:= 12-in L:= 12-in Determine minimum plate thickness Fy := 36. ksi = Bearing plate yield stress fa := - = Maximum bearing stress b•L 1 (b—d02 Mmax:= -.1 •fa•in = Maximum bending moment .2 2 ) Sr:= Mmax = Required section modulus O.80.Fy !6.Sr t:= I - = Radius of gyration ,J in t = 0.5. in Use 5/8" thick steel plate Pipe Strut Design (sb#23, 26)_RI .xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco #1 Eng: RPR Sheet j.of_ San Diego, CA 92129 Date: 7/23/2019 Pipe Strut Design Pipe Sturt Attributes & Properties P:= 35.2. kip = Reaction/Load tributary to strut support (4.4kLf max reaction) a:= 35-deg L:= 15-ft P R:= if(cxO, 1, COS (cx)) R=43•kip I = Angle of restrained strut with horizontal = Pipe strut unbraced Length = Pipe strut Load Strut Properties Pipe a "6-inch Sch. 40 Pipe" ASTM A53 Gr. B A=5.2.in2 d0 =6.6•in I=26.5•in4 r=2.3•in Fy: = 35•ksi ': 490•pcf tw= 0.261•in d1 = 6.1-In Z= 10.6•in3 E:= 29000•ksi Fu:= 65•ksi K:= 1 Slenderness Ratio - AISC Table B4.1 d0•tw = 25.4 Compression 6.11. E =91.1 Fy Flexure 0.07•E = 58 Fy 0.31-E = 256.9 Fy Compression = "Non-Slender" Flexure = "Compact" Wall Brace Design.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet .i34 .of_ Date: 7/23/2019 Concentric Compression—AISC Chapter E f 1.67 -> Allowable strength safety factor Flexural Buckling - "Non-Slender Element K.I. = Fy 80 ---> Slenderness Ratio Fe (K.L 7r E 2 Fe Fcr O658> - Fy if ~4J K L = Nominal compressive stress - AISC E.3-2 & E3-3 —71 r 0.877. Fe otherwise R=43.kip Fcr A Allowable compressive force - AISC E.3-1 n Pc = 78.5. kip Flexure (Dead Load)_AISC Chapter F M:= 8 Slenderness Ratio - AISC Table 84.1 d0•tw 1. = 25.4 ---> Dead load maximum bending 0.45. E = 372.9 ---> AISC F8 Fy Mc:= Z. Fy. f if Flexure = "Compact" (0.021.E •\ S + Fy . - if Flexure = "Non-Compact" d.tw 1 0.33.E•S otherwise d0.tw 1In AISC Hi-la & Hi-lb [R 8(M1 R lnteraction:= I— +—.( -.1— ( if — ~0.20 LPC 9 tMc)j Pc (R M' I + — otherwise 2•Pc Mc) Allowable Bendina - AISC F8 M= 0.5. ft. kip Mc= 18.5• ft. kip Interaction = 0.571 Unity = "Ok" Wall Brace Design.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Bearing Plate Connection R=43•kip fm:= 1500. psi = Maximum strut design Load = CMU wall compressive strength Carlsbad Inn Eng:RPR Sheetj.jof_ Date: 7/23/2019 R Areq:= 0.60• fm' • 0.25 = Minimum bearing area required Areq= 191 -in 2 ijAreq= 13.8.in--> Use 16' square plate b:= 16-in L:= 16-in Determine minimum plate thickness Fy:= 36.ksi = Bearing plate yield stress fa := - .. = Maximum bearing stress b L 1 (b—d02 Mmax:= •1 2 •fa•in = Maximum bending moment Sr:= Mmax = Required section modulus 0.80. Fy I6.Sr Radius of gyration ,J in t = 0.56. in Use 5/8" thick steel plate Wall Brace Deslgn.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet jof_ Date: 7/23/2019 Wall Anchorage Support Anchor := "Hilti HIT70 CMU Epoxy Anchors" L= 0.65 dia:= 0.75. in Fv:= 4090. lb N:= R•(1—IL) Fv = Coefficient of friction between block ft steel plate = Nominal anchor diameter = Allowable shear load = Number or anchors required Slab on Grade Support Use 3/4' with 3-1/2 embedment N=4 Wall Brace Design.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Village Inn Eng: RPR Sheetj.4of_ Date: 7/23/2019 Soldier Beam Cap Wafer Design Sb := "23-26" Beam Properties Beam r. "W18 x 50" A= 14.7•1n2 bf=7.5. in Ix 8001n4 I=40.in4 d= 18. in tf= 0.6. in Z= 101.1n3Zy 16.6.in3 tw 0.4. in k= 1-in S= 88.9.1n3 S1= 10.7.1n3 J = 1.2. in C = 3040.in6 rx = 7.4. in h:= d - 2•tf h0 = 17.4. in 2. in E:= 29000•ksi r= 1.7. in Loading a Geometry Fy := 50. ksi = Beam yield strength Lu := 8-ft = Unbraced length ---> Compression flange intervals & soldier beam fillets Vm 18.4. kip = Maximum shear (See Risa output) Mrrax 147.2. kip.ft = Maximum bending moment (See Risa Output) R:= Vmax = Water-WaLer end bearing reaction (See Risa Output) SEE RISA ANALYSIS FOR WALER ANALYSIS Cap Waler Design.xmcdz Shoring Design Group Carlsbad Village Inn 7755 Via Francesco #1 Eng: RPR Sheet j.4jof_ San Diego, CA 92129 Date: 7/23/2019 Beam Classification Beam Slenderness AISC Table B4.1 Flange := bf "Compact" if - <0 38 2.tf T E - E bf "Non-Compact" If 0.38.fi :9 - <f11 "Slender" otherwise Web:= fT "Compact" if - <3.76. I - sJFy "Non-Compact" if 3.76.F E :5 <5.70 t JFy "Slender" otherwise Flange = "Compact" Web = "Compact" Unbraced Length: L = 0.3 gal Unbraced length yielding limit state, AISC F2-5 L:= 1.76.r.f E_ _ Unbraced length in-elastic torsional buckling, AISC F2-6 E F;- j7. I I 0.70•Fy5.h11+ 11+6.76.1Lr:= 1.95•rtS•o7OFy• i4 E ) L= 5.8ft Lr = 16.9 ft Cap Waler Design.xmcdz 1 Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Beam Limit States A. Flange Local Buckling M:= Fy.Z bf - 2•tf X f:= 0.38• I - JFy. fT X1 j:= - Linear Variation Limits: Xpf= 9.2 Xrf 24.1 Carlsbad Village Inn Eng: RPR Sheet i4of_ Date: 7/23/2019 = Fully developed plastic moment AISC F2-1 = Linstiffend flange limiting width-thickness ratio AISC Table B4.1 = Limiting slenderness ratio for a compact flange AISC Table B4.1 = Limiting slenderness ratio for a noncompact flange AISC Table B4.1 k:= C rh = Slender flange reduction factor AISC F3.2 Nominal moment capacity for flange compression buckling AISC F3-1 a F3-2 XXf'l nX := - (M - 0.70• Fy• s)• > - if Flange = "Non-Compact" rf P 0.90. E. k . 5x 2 if Flange = "Slender" X2 "N/A Compact Flanges" otherwise Flange = "Compact" Mnx = "N/A Compact Flanges" Local Flange Buckling N/A Cap Waler Design.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Village Inn Eng: RPR Sheet j.of_ Date: 7/23/2019 Beam Limit States (Continued) Lateral Torsional Buckling Cb:= 1 = Lateral torsional modification factor (conservative) - AISC Fl-I LateraL_TorsionaL_Buckling := "hi-elastic" if L < Lu < Lr "Elastic" if Lu > L. "N/A" otherwise Cb.w2.E FI+ JLu'2 Fcr: 78. Lu\2 S . h0 ( rtS = Elastic flexüral buckling stress - AISC F2-4 Nominal moment capacity for flange lateral torsional buckling AISC F2-2 181 F2-3 M L:= min[Cb. [M - (M - 0.70• Fy. s) Lu - L1, }, MrJ if Lateral_Torsional_Buckling = "In-elastic" min(Fcr. S,, MP) if Lateral_Torsional_Buckling = "Elastic" "N/A Adequatley Braced Against LTB" otherwise Mn_L = 389.3. kip. ft LateraLTorsionaL_Buckling = "In-elastic" Flexural Yielding Nominal moment capacity at flexureal yielding - AISC F2-I M_ := Z,. Fy if Lu :5 L "N/A Limited by LTB" otherwise = "N/A Limited by LTB" It. kip Cap Waler Design.xmcdz Shoring Design Group 7755 Via Francesco #1 San Diego, CA 92129 Carlsbad Village Inn Eng: RPR Sheet j...of_ Date: 7/23/2019 Beam Limit States (Continued) Governing Limit State Flange = "Compact" Web = "Compact" Mx = "N/A Compact Flanges" = "N/A Limited by LTB" ft. kip Nominal moment capacity governed by In-elastic lateral torsional buckling Lateral_Torsional_Buckling = "In-elastic" IM=389.3•kip.ft I Allowable Bending Moment 11= 1.67 = Allowable strength reduction factor AISC Fl (1) = Allowable concentric compressive load Bending := if(Mmax :5 M, "Ok" , "No Good") Mmax 147.2.ft.kip Mc = 233.1. kip. ft Bending = "Ok" Cap Waler Design.xmcdz Shoring Design Group Carlsbad Village Inn 7755 Via Francesco #1 Eng: RPR Sheetj.4of_ San Diego, CA 92129 Date: 7/23/2019 Waller to Soldier Beam Weld 2.00 = Allowable weld strength factor of safety (ASD) - AISC J2.4 FE := 70• ksi = Electrode classification F= 0.60.FEXX = Electrode classification - AISC J2-5 N:= 2 = Number of fillet weld passes te := in = Effective weld area 16.V-2- R- fl = Minimum fillet weld length - AISC J2-4 L:= W F.te.N Lw = 2-in USE: 4/16" Fillet Weld (Each Side) I. I Cap Waler Design.xmcdz Section 17 Shoring Design Group 7755 Via Francesco Unit I San Diego; CA 92129 Carlsbad lnr Engr: RPR Date: 4/5/1 c Sheet: 146 of Handrail Design Handrail Design in Accordance with 2016 CBC & Cal-OSHA Requirements 2001b concentrated load applied in any direction at the top handrail, CBC 1607.7 SOp!! uniform excempt per Cal Os/ia & CBC Exemption 1607.7.1(1) H:= 44. in = Maximum handrail height - CAL/OSHA Title 8, Section 1620 P:= 200.1b = Handrail concentrated load - CBC 1607.7.1.1 Load Conditions Concentrated load shall be checked against both x-x & y-y geometric axis in addition to minor axis principle direction (Least radius of gyration) P = 200 lb Minimum concentrated load applied at an direction at top of member - CBC 1607.7.1.1 M P. H -> Maximum design bending moment M = 8.8. in. kip Angle Iron Properties Member:= "L2 x 2 x 3/8" Fy:= 36.ksi S:= 0.348in3 lx:= 0.476. in E:= 29000. ksi r:= 0.591 -in b:= 2-in S:= S, l:= lx S:= 0.80.S r:= r t:= in S:= 0.227in3 lz:= 0.203in4 J:= 0.0658.in4 A:= 1.36•in2 Handrail Design.xmca Shoring Design Group Carlsbad Inn 7755 Via Francesco Unit I Engr: RPR Date: 415/19 San Diego, CA 92129 Sheet: 147 of______ Geometric Bending -AISC FIO —> Cb:= I cantilever Leg Local Buckling - AISC FI0.3 TE Local Stability. AISC Table B4.1 = 5.33 0.54. = 15.33 t JT Leg := i !9 0.54.Jii, uCompact" •Non..compad" Unstffened . (~t y Leg = Compact" Lateral Torsional Buckling - AISC FI0.2 M := S6. Fy = Yield moment about minor principle axis M= 10-in-kip Lu:= H = Laterally unbraced length of member Elastic Lateral-Torsional Buckling Moment, AISC FI0.2 1.25.(0.66.E.b.t.Cb) fi + 0.78.!'_ i] Lu Fb Me:= min 1.25.(0.66.E.0.t.Cb + o7{tJ+ i]• 2 fl = Limiting tension or compression toe Lateral torsional restrain at point of max moment AISC FJO.2(ii) Governing limit state Mc := ( 0.17Me' 10.92— Me if Me:5M L M) M = 8.8. in. kip 1 mmli 1.92— 1.17. I .M , 1.5•M otherwise iJMe) ' J Mc= 15.in.klp Bending = Handrail Design.xmcd Shoring Design Group Carlsbad Inn 7755 Via Francesco Unit I Engr: RPR Date: 4/5/19 San Diego, CA 92129 Sheet: 148 of______ Principle Axis Bending -AISC NO Yielding Limit State - AISC FI0.1 M:= Sz. Fy = Yield moment.about minor principle axis M = 8.2. in. kip Lu = 44- in = Laterally unbraced length of member Lateral Torsional Buckling -> Cb = I cantilever 0.46. E. b2•t2 Cb Me := = Elastic Lateral-Torsional Buckling Moment - AISC FI0-5 Lu Mc:= I' 0.17Me' 1092 - Me if Me :5 M M ) min [[i.92_ 1.17 Fimy 1 .,j 1.5. M otherwise M = 8.8. in. kip Mc= 12.3. in. kip Flexure = "Ok" Shearing Stresses -AISC G4 e:= b -> Maximum eccentricity P•e•t P := + - = Maximum shearing stress (Directional eccentricity included) = 2.55 ksi -> Ok Handrail Design.xmcd Shoring Design Group Carlsbad Inn 7755 Via Francesco Unit I Engr: RPR Date: 4/5/19 San Diego, CA 92129 Sheet: 149 of Concentric Compression The effects-of eccentricity are addressed according to AJSC E5 effective slenderness ratios K:= 1.2 -> Effective length factor = 89.34 Leg = "Compacr r I 0.75. Lu K. Lu. r r Slendem'ess := 72 + if <80 1.25. Lu 32 + otherwise r Fe:= ir 2 •E Fy . (Slenderness) 2 Fe Fc:= 0.658>Fy if Slenderness ~ 4.71.Ji = Nominal compressive stress -AlSC E.3-2 & E3-3 I0.877. Fe otherwise Pc:= F•A = Concentric compressive strength - AISC E.3-1 Pc= 21490- lb Compression = "Ok" Concentric Tension Rupture strength & block shear negligible... 2001b tension load checked agains yield T:= Fy•A = Concentric tensile strength -AISC D2 T=49•kip . Tension = "Ok" Handrail Design.xmcd Shoring Design Group Carlsbad lnr 7755 Via Francesco Unit I Engr: RPR Date: 4/5/Ic San Diego, CA 92129 Sheet: 150 of Angle Iron Connection Weld Properties Weld := "Fillet" Fe := 70.ksi = Electrode classification fl:= 2.00 4 t:= —.in 16 r2 2 Lw:= 4. in = Fillet weld safety factor loaded in plane, AISC J2.4 = Weld thickness (2) longitudinal welds = Fillet weld effective throat = Length of weld along angle member AISC J2.2b (3. 2 2" 1- + L 6 . to = Weld group moment of inertia min_weld=0.19.in max-weld = 0.31 -in C:= - Centroid of weld group Weld bending stress P.L.c M•c fb:= I + 0.60. Fexx Fa := = Allowable weld stress AISC J2.4 Weld := i% :g Fa, "Ok", "No Good") Fa 21.ksi = 5.8•ksi USE: ASTM A36, Grade 36 - L2 x 2 x 3/8" Angle Weld = "Ok" Welded 4" along soldier beam with 3/8" diameter wire rope. Handrail Design.xmca = Applied bending stress Shoring Design Group Carlsbad Inn 7755 Via Francesco Unit I Engr: RPR Date: 4/5/19 San Diego, CA 92129 Sheet: 151 of Service Conditions - Deflection , Hmin := 39. in = Minimum deflected height of guardrail system under applied load PLu3 Maximum member deflection under concentrated point load 3.E.min(l,1) = 0.96. in dH := / L-u2 - = Vertical height of deflected member Deflection := if(Hmin :g dH, "bk" , UNC) Good') dH = 43.99. in Deflection = "Ok Handrail Design.xmcd Section 18 L:= 8• ft = Soldier beam center to center space b:= 1•ft = Lagging width shaft := 24. in = Mm. drill shaft backfill diameter S:= L - shaft = Lagging clear span S=6ft Soil Parameters 4:= 33. deg = Internal soil friction angle c:= 100• psf = Soil cohesion (Conservative) 1:= 125•pcf = Soil unit weight ka:= tan(45.deg_ .)2 = Active earth pressure coefficient area := = Silo cross sectional area (See figure) Lagging soil wedge functions n Ii] H dzJJf'I fs H F '1'-. Soil Wedge Geometry Shoring Design Group Carlsbad Inn 7755 Via Francesco Unit 1 Eng: RPR Sheetj.of_ San Diego, CA 92129 Date: 4/5/2019 Timber Lagging Design Lagging Geometry Lagging a "3x12, DF#2" W(z) := area•-y.z = Columnar silo vertical surcharge pressure I's (z) := ka.-y. tan ().z + c = Soil column side friction ka = 0.29 w:=0•psf = Additional wedge surcharge pressure area= 14.1 ft? Surcharge := 217.3. psf = Lateral surcharge pressure Timber Lagging Design_3x12.xmcdz Maximum Lagging Design Pressure Summing forces verticalLy Summing forces horizontally ka•i•S Fv(z).ka P(z):= 2 —c.f+Surcharge+ area IT. S Fv(z):=W(z)+w•area--. fs(z)dz 2 JO PS'-- Shoring Design Group Carlsbad Inn 7755 Via Francesco Unit I Eng: RPR Sheet jof_ San Diego, CA 92129 Date: 4/5/2019 Given , inital guess: z:= 3.11 Taking partial derivative with respect to z: -. P (z) = 0 D:= Find (z) dz 0 -1.S— 4•c = 3.711 (4katan(4)) D - 3.7f Depth to critical tension crack & - maximum Lagging design pressure Maximum design pressure Pm = P(D) ' psf max 305 Sectional ProDerties Lagging = "3x12, DF#2" d=3•in 1 1 b.Id — —•in Sm:= ) A:= bJ'd - t.. 4) = Maximum lagging pressure Soil Pressure 8x1 6c1 = Lagging thickness = Section modulus (Rough Sawn) 2 4 0 = Lagging cross sectional area Lagging Length (ft) (Rough Sawn) Timber Lagging Design_3x12.xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco Unit 1 Eng: RPR Sheet 154 San Diego, CA 92129 Date: 4/5/2019 Allowable Stress Design Maximum. lagging stresses Mmax: M(0.5.L) = Maximum bending moment Vm := V(0.5• shaft) =Maximum shear force Mmax Mmax = 1753.7•ft•Lbf fb:= Vm = 610lbf Vmax fv = 2 A NDS Allowable Stress & Adjustment Factors Shear & Moment Diagram Z, 164 - C10--2.468 Lagging Length (ft) Fb = 900 psi = Allowable flexural stress_NDS Table 4A Fv := 180. psi = Allowable shear stress_NDS Table 4A CD := 1.2 = Load duration factor_NDS Figure Bi, 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 CC= I = Beam stability factor (Flat) CF. Fb = 900 psi Maximum Design Stress CM:= 1 If CF' Fb -'q 1150. psi = Wet service factor fb= 1391.4 psi 0.85 otherwise fv = 27.7 psi CM= 1 Timber Lagging Design_3x12.xmcdz Shoring Design Group Carlsbad Inn 7755 Via Francesco Unit I Eng: RPR Sheet j of_ San Diego, CA 92129 Date: 4/5/2019 Tabulated Streses Bending Stress Fb':= CDCMCtCLCCfu CiCr Fb = Tabulated bending stress_NDS Table 4.3.1 Bending := if(fb :g Fb', "Ok" , "No Good") Fb= 1490 psi fb= 1391. psi Bending = "Ok" Shear Stress Fv:= CD* CM, Ct.Ci.FV = Tabulated shear stress_NDS Table 4.3.1 Shear:= if(fv :g Fv', "Ok" , "No Good") Fv= 216 psi fv= 27.7 psi Shear= "Ok" Timber Lagging Design_3x12,xmcdz I W dzL fs fs Shoring Design Group 7755 Via Francesco Unit I San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet jof_ Date: 4/5/2019 Timber Lagging Design Lagging Geometry Lagging a "4x12, DF#2" L:= 8.75. ft = Soldier beam center to center space b:= 1-ft = Lagging width shaft:= 24. in = Mm. drill shaft backfill diameter S:= L - shaft = Lagging clear span 5= 6.8 ft Soil Parameters I= 33-deg = Internal soil friction angle C:= 100. psf = Soil cohesion (Conservative) := 125.pcf = Soil unit weight ka := tan (45. deg - = Active earth pressure coefficient area := = Silo cross sectional area (See figure) Lagging soil wedge functions W(z) := area•-y.z = Columnar silo vertical surcharge pressure Soil Wedge Geometry fs(z) := ka•i.tan().z + c = Soil column side friction ka = 0.29 w:= 0•psf = Additional wedge surcharge pressure area= 17.9 ft? Surcharge := 282.7. psf = Lateral surcharge pressure Timber Lagging Design_4x12.xmcdz Shoring Design Group 7755 Via Francesco Unit I San Diego, CA 92129 Maximum Lagging Design Pressure Summing forces vertical(y rz 71.5 Fv(z):=W(z)+w. area --. fs(z)dz 2 JO Carlsbad Inn Eng: RPR Sheet j.Z.pf_ Date: 42019 Summing forces horizontally ka•y•S Fv(z).ka P(z) := - + + Surcharge 2 area Given , initaL guess: z:= 3-ft Taking partial derivative with mspect to z: P(z) = 0 D:= Find (z) dz -y•S — 4•c = 4.6 ft (4..ka.tan(4)) D - 4 6ft Depth to critical tension crack & - maximum lagging design pressure Maximum design pressure Pmax:= P(D) max =397.7.psf Sectional Prooerties Lagging = "4x12, DF#2" d=4in f b.Id— 1 —.in Sm:= ' A:= b.(d_ in 4) = Maximum Lagging pressure Soil Pressure Cm Ix = Lagging thickness 2 - .0 rl) = Section modulus (Rough Sawn) 2 4 6 = Lagging cross sectional area Lagging Length (ft) (Rough Sawn) Timber Lagging Design_4x12.xmcdz 0 U 2 q Lagging Length (ft) Shoring Design Group Carlsbad Inn 7755 Via Francesco Unit I Eng: RPR Sheet j.of_ San Diego, CA 92129 Date: 4/5/2019 Allowable Stress Design Maximum lagging stresses Ix Mmax:= M(0.5.1.) = Maximum bending moment Vmax:= V(0.5.shaft) = Maximum shear force Mmax fb := Sm 3 Vmax fv:= -. 2 A -5x NDS Allowable Stress & Adjustment Factors Shear & Moment Diagram Fb = 900 psi = Allowable flexural stress_NDS Table 4A Fv:= 180. psi = Allowable shear stress_NDS Table 4A CD := 1.2 = Load duration factor_NDS Figure Bi, Appendix B Cr:= 1.15 = Repetative member factor_NDS 4.3.9 Cfu = 1.1 = Flat-use factor CF = 1.1 = Size factor Ct:= 1 = Temprature factor_NDS Table 2.3.3 Ci:=1 = Incising factor CL := 1 = Beam stability factor (flat) CF. Fb = 990 psi Maximum Design Stress CM:= 1 if CF.Fb :5 1150 psi = Wet service factor 0.85 otherwise CM=l Timber Lagging Design_4x12.xmcdz fb= 1187.1 psi fv 29.8 psi Shoring Design Group 7755 Via Francesco Unit I San Diego, CA 92129 Carlsbad Inn Eng: RPR Sheet j.of_ Date: 4/5/2019 Tabulated Stresses Bending Stress CD. CM. C. CL. CF. Cfu. C. Ci.. Fb = Tabulated bending stress_NDS Table 4.3.1 Bending:= if(fb --~ Fb', "Ok" , "No Good") Fb= 1503 psi fb= 1187-psi Bending = "Ok" Shear Stress Fv:= CD.CM.Ct.Ci.FV = Tabulated shear stress_NDS Table 4.3.1 Shear:= if(fv --~ Fv, "Ok" , "No Good") Fv= 216 psi fv = 29.8 psi Shear= "Ok" Timber Lagging Design_4x12.xmcdz Section. 19 0 Shoring Design Group Cartsbadlnn Soldier Beam Schedule 7/23/2019 Revision 1 From Beam To Beam Beam Qty Beam Section Restrant Type Maximum Shored Height H Toe Depth D Total Drill Depth H.D Toe Diameter Dshaft Distance Top of Beam To Strut #1 Si Distance from Strut#1 to Subgrade S2 ..==-..4--....ft ft ft in It ft 1 1 1 W 12 x 26 Cantilever 5.0 10.0 15.0 24 - - 2 4 3 W 12 x 26 Cantilever 6.0 10.0 16.0 24 - - 5 7 3 W 12 x 26 . Cantilever 7.0 11.0 18.0 24 8 8 1 W14x38 Cantilever 11.0 13.0 24.0 24 - - 9 18 10 W12x26 'Pipe Brace 11.0 8.0 . 19.0 24 0.50 10.5 19 20 ! 2 W14x38 Pipe Brace 11.0 8.0 19.0 24 0.50 10.5 21 21 1 W 14 x 38 Pipe Brace 14.0 8.0 22.0 24 0.50 13.5 22 23 2 W 14 x 38 Pipe Brace 15.0 8.0 23.0 24 1.50 13.5 24 26 3 W 12 x 26 Pipe Brace 12.0 8.0 20.0 24 1.50 10.5 27 29 I 3 W14x34 Pipe Brace .13.0 8.0 21.0 24 2.50 10.5 30 33 4 W 14 x 34 Pipe Brace 14.0 8.0 22.0 24 3.50 10.5 34 35 2 W14x34 Cantilever 5.0 10.0 15.0 24 36 42 7 W14x34 Pipe Brace 13.0 8.0 21.0 24 2.00 11.0 43 43 1 W14x34 Pipe Brace 13.0 8.0 21.0 24 0.50 12.5 44 48 5. W14x34 Pipe Brace 13.0 8.0 21.0 24 2.50 10.5 49 50 2 W 14 x 38 Pipe Brace S 15.0 8.0 23.0 24 2.50 12.5 51 59 9 W 14 x 38 Pipe Brace 14.0 8.0 22.0 24 1.50 . 12.5 60 61 I 2 W 14 x 34 Pipe Brace 14.0 8.0 22.0 24 1.50 12.5 62 62 1 W 18 x 60 Cantilever 12.0 18.0 30.0 24 . 63 64 2 W18x50 Cantilever 11.0 170 28.0 24 65 66 2 W 16 x 40 Cantilever 10.0 15.0 25.0 24 - 67 68 . 2 W 14 x 38 . Cantilever 9.0 14.0 23.0 24 - 69 69 1 W 14 x 30 Cantilever 8.0 12.0 20.0 24 - 70 70 1 W12x26 Cantilever 5.0 10.0 15.0 24 - Section 20 am WE CHRISTIAN WHEELER ENGINEERING REPORT OF LIMITED GEOTECHNICAL INVESTIGATION PROPOSED PARKING GARAGE SHORING CARLSBAD INN 3075 CARLSBAD BOULEVARD CARLSBAD, CALIFORNIA PREPARED FOR GRAND PACIFIC RESORTS, CARLSBAD INN 3075 CARLSBAD BOULEVARD CARLSBAD, CALIFORNIA 92008 PREPARED BY CHRISTIAN WHEELER ENGINEERING 3980 HOME AVENUE. SAN DIEGO, CALIFORNIA 92105 3980 Home Avenue + San Diego, CA 92105 + 619-550-1700 + FAX 619-550-1701 'I CHRISTIAN WHEELER ENGINEERING March 19, 2019 Grand Pacific Resorts, Carlsbad Inn 3075 Carlsbad Boulevard Carlsbad, California 92008 Attention: Keith Whaley CWE 2190062.01 Subject: Report of Limited Geotechnical Investigation, Proposed Parking Garage Shoring Carlsbad Inn, 3075 Carlsbad Boulevard, Carlsbad, California Ladies and Gentlemen: In accordance with your request and our proposal dated February 1, 2019, we have completed a limited geotechnical investigation for the subject project. We are presenting herewith our findings and recommendations. In general, we did not find any geotechnical conditions that would preclude the use of the proposed shoring system. Specific design parameters for the proposed shoring system associated with the project are presented in the attached report. If you have any questions after reviewing this report, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. V- %t4EEFJ/Af01\ DANIEL J. 9. .1 FLOWERS 0 No. 2686 2 Respectfully submitted, CHRISTIAN WHEELER ENGINEERING Shawn C. Caya, R.G.E #2748 SCC:scc;djf ec: kwhaley@kmcgroup-llc.com ;" Vp C. C. ok U GE2748 4J* OF C Daniel J. Flowers, C.E.G. #2686 3980 Home Avenue + San Diego, CA 92105 + 619-550-1700 + FAX 619-550-1701 TABLE OF CONTENTS PAGE Introduction and Project Description ..................................................................................................... 1 Scopeof Services.....................................................................................................................................2 Findings..................................................................................................................................................3 SiteDescription...................................................................................................................................3 General Geology and Subsurface Conditions......................................................................................3 Geologic Setting and Soil Description.............................................................................................3 ArtificialFill................................................................................................................................3 OldParalic Deposits....................................................................................................................4 TectonicSetting...............................................................................................................................4 SeismicHazard................................................................................................................................5 Recommendations..................................................................................................................................6 TemporaryShoring.............................................................................................................................7 General............................................................................................................................................. 7 Shoring Design and Lateral Pressures ......................................................... . ..................................... 7 Designof Soldier Piles ...................................... . .............................................................................. 7 Lagging............................................................................................................................................7 Deflections.......................................................................................................................................8 Monitoring......................................................................................................................................8 Limitations.............................................................................................................................................8 Review, Observation and Testing.......................................................................................................8 Uniformityof Conditions ............................................................................................... .................... 8 Changein Scope..................................................................................................................................9 TimeLimitations................................................................................................................................9 ProfessionalStandard..........................................................................................................................9 Client's Responsibility......................................................................................................................10 TABLES TableI: Proximal Fault Zones ................................................................................................................. 5 Table II: CBC 2016 Edition - Seismic Design Parameters......................................................................6 FIGURES Figure 1 Site Vicinity Map, Follows Page 1 PLATES Plate 1 Site Plan and Geotechnical Map Proposed Parking Garage Shoring Carlsbad Inn, 3075 Carlsbad Boulevard Carlsbad, California APPENDICES Appendix A Boring Logs Appendix B Laboratory Tests Appendix C References Proposed Parking Garage Shoring Carlsbad Inn, 3075 Carlsbad Boulevard Carlsbad, California CHRJSTIAN WHEELER ENGINEERING REPORT OF UMITED GEOTECHNICAL INVESTIGATION PROPOSED PARKING GARAGE SHORING CARLSBAD INN, 3075 CARLSBAD BOULEVARD CARLSBAD, CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of our limited geotechnical investigation for a proposed shoring to be constructed at the Carlsbad Inn, located at 3075 Carlsbad Boulevard, in Carlsbad, California. Figure No. 1, on the following page, presents a vicinity map showing the location of the site. We understand that it is proposed to install waterproofing and a subdrain system for the retaining walls and deck area above the parking garage. This project will include the design and installation of steel beam and wood lagging shoring along portions of the east, north and south sides of the parking garage retaining wall. Grading is anticipated to consist of cuts and backfills up to approximately 15 feet. This report has been prepared for the exclusive use of Grand Pacific Resorts and their design consultants for specific application to the project described herein. Should the project be changed in any way, the modified plans should be submitted to Christian Wheeler Engineering for review to determine their conformance with our recommendations and to determine whether any additional subsurface investigation, laboratory testing and/or recommendations are necessary. Our professional services have been performed, our findings obtained and our recommendations prepared in accordance with generally accepted engineering principles and practices. This warranty is in lieu of all other warranties, express or implied. 3980 Home Avenue + San Diego, CA 92105 + 619-550-1700 + FAX 619-550-1701 = PROJECT SITE 521 (,)rIsbd 1 !rr Beach = P - H II 0 1:0 P .0 - 1 I I PLUS Ef' Vie'wLod — SITE VICINITY OpenStreetMap contributors ;fl) I, .-I n v u P C, II \ PROPOSED PARKING GARAGE SHORING, CARLSBAD INN 3075 CARLSBAD BOULEVARD CARLSBAD, CALIFORNIA DATE: MARCH 2019 JOB NO.: 2190062.01 BY: SRD FIGURE NO.: 1 1 CHRISTIAN WHEELER ENGINEERING CWE 2190062.01 March 19, 2019 Page 2 SCOPE OF SERVICES Our limited geotechnical investigation generally included surface reconnaissance, analysis of the field and laboratory data from previous studies, and review of relevant geologic literature. More specifically, our services included the following items. Mark the project area out with white paint and notify Underground Service Alert (Dig Alert). Contract a private utility location firm to locate underground utility lines not identified by Dig Alert. Drill three, exploratory borings with a portable drill rig to explore existing soil conditions and obtain soil samples for laboratory testing. Backfill the boring holes using a grout or a grout/bentonite mix as required by the County of San Diego Department of Environmental Health. Evaluate, by laboratory tests and our past experience with similar soil types, the engineering properties of the various soil strata that may influence the proposed construction, including bearing capacities, expansive characteristics and shear strength. Describe the general geology at the site and provide the seismic design parameters in accordance with the 2016 edition of the California Building Code. Discuss potential construction difficulties that may be encountered due to soil conditions, groundwater or geologic hazards, and provide geotechnical recommendations to mitigate identified construction difficulties. Provide recommendations for temporary cut slopes and shoring design. Prepare this report presenting the results of our investigation, including a plot plan showing the location of our subsurface explorations, excavation logs, laboratory test results, and our conclusions and recommendations for the proposed project. The report will be provided as an electronic document in portable document format (PDF). It was not within the scope of our services to perform laboratory tests to evaluate the chemical characteristics of the on-site soils in regard to their potentially corrosive impact to on-grade concrete and below grade improvements. If requestd, we can obtain and submit representative soil samples to a chemical laboratory for analysis; however, it should be understood that Christian Wheeler Engineering does not practice corrosion engineering. If such an analysis is necessary, we recommend CWE2190062.01 March 19,2019 Page that the client retain an engineering firm that specializes in this field to consult with them on this matter. FINDINGS SITE DESCRIPTION The subject site is a developed commercial lot that supports the Carlsbad Inn Beach Resort in Carlsbad, California. The lot is bound by Ocean Street to the west, Oak Avenue to the south, Carlsbad Village Drive/Elm Avenue to the north, and Carlsbad Boulevard to the East. The site currently supports a three-story hotel structure, two, two- story retail and restaurant structures, two, three-story hotel structures overlying a lower level parking garage, and an on-grade parking lot. Topographically, the site is characterized by two relatively level to gently sloping pads that have an elevation difference of approximately 14 feet to 17 feet. The eastern pad is higher than the western pad. Masonry retaining walls that are up to approximately 17 feet high are present between the two pads. According to Google® Earth, on-site elevations range from approximately 41 feet within the lower level, to approximately 60 feet in the area adjacent to Carlsbad Boulevard. GENERAL GEOLOGY AND SUBSURFACE CONDITIONS GEOLOGIC SETTING AND SOIL DESCRIPTION: The subject site is located in the Coastal Plains Physiographic Province of San Diego County. Based upon the findings of our subsurface explorations and review of readily available, pertinent geologic and geotechnical literature, it was determined that the proposed construction area is generally underlain by artificial fill and old paralic deposits. These materials are described below: ARTIFICIAL FILL (Qaf): Artificial fill associated with the existing retaining wall construction was encountered in our borings. The wall backfill wedge is expected to extend the full height of the wall, being relatively narrow at the base and widening at the top. These materials consisted of reddish-brown, grayish-brown, and light yellowish-brown, moist to very moist, medium dense to dense, silty sand (SM). Trace concrete and organic debris was observed in borings B-2 and B-3 at a depth of about 61A feet and 8 feet, respectively. Deeper fill soils may I CWE 2190062.01 March 19, 2019 Page 4 exist in areas of the site not investigated. The artificial fill was judged to have a very low expansion potential (El <20). OLD PARALIC DEPOSITS (Qop): Quaternary-age old paralic deposits were found to I underlie the artificial fills at subject site. As encountered in our borings, these materials generally consisted of reddish-brown, reddish-brown to light gray, moist to very moist, medium dense, silty sand (SM) and poorly graded sand with silt (SP-SM). The old paralic deposits judged to have a very low Expansion Index (El <20). GROUNDWATER: No groundwater or seepage was encountered in our subsurface explorations. We do not expect any significant groundwater related conditions during or after the proposed construction. However, it should be recognized that minor groundwater seepage problems might occur after construction and landscaping are completed, even at a site where none were present before construction. These are usually minor phenomena and are often the result of an alteration in drainage patterns and/or an increase in irrigation water. Based on the anticipated construction and the permeability of the on-site soils, it is our opinion that any seepage problems that may occur will be minor in extent. It is further our opinion that these problems can be most effectively corrected on an individual basis if and when they occur. TECTONIC SETTING: It should be noted that much of Southern California, including the San Diego County area, is characterized by a series of Quaternary-age fault zones that consist of several individual, en echelon faults that generally strike in a northerly to northwesterly direction. Some of these fault zones (and the individual faults within the zones) are classified as "active" according to the criteria of the California Division of Mines and Geology. Active fault zones are those that have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11,000 years). The Division of Mines and Geology used the term "potentially active" on Earthquake Fault Zone maps until 1988 to refet to all Quaternary-age faults for the purpose of evaluation for possible zonation in accordance with the Aiquist-Priolo Earthquake Fault Zoning Act. The Alquist-Priolo Act requires the State Geologist to zone faults that are "sufficiently active" and "well-defined" to have a relatively high potential for ground rupture. The Division of Mines and Geology no longer uses the term "potentially active." However, the City of San Diego has elected to continue to use the term CWE 2190062.01 March 19, 2019 Page 5 "potentially active" to refer to certain faults that demonstrated movement during the Pleistocene epoch (11,000 to 1.6 million years before the present) but that do not have substantiated Holocene movement. It should be recognized that the Alquist-Priolo Act (Division 2, Chapter 7.5, Section 2624) authorizes individual cities and counties to establish policies and criteria that are stricter than those established by the Aiquist-Priolo Act. TABLE I: PROXIMAL FAULT ZONES Fault Zone Distance Rose Canyon-Newport Inglewood 4 miles Coronado Bank 21 miles Elsinore 23 miles Palos Verdes 41 miles San Jacinto 47 miles San Clemente 54 Miles San Andreas 70 miles A review of available geologic maps indicates that the active Rose Canyon-Newport Inglewood Fault Zone is located approximately 4 miles to the west of the subject site. Other active fault zones in the region that could possibly affect the site include the Coronado Bank and San Clemente Fault Zones to the west, the offshore segment of the Palos Verdes Fault Zone to the northwest, and the Elsinore, San Jacinto, and San Andreas Fault Zones to the northeast. A summary of the proximal faults zones is presented in Table I. SEISMIC HAZARD: A likely geologic hazard to affect the site is ground shaking as a result of movement along one of the major active fault zones mentioned in the "Tectonic Setting" section of this report. Per Chapter 16 of the 2016 California Building Code (CBC), the Risk-Targeted Maximum Considered Earthquake (MCER) ground acceleration is that which results in the largest maximum response to horizontal ground motions with adjustments for a targeted risk of structural collapse equal to one percent in 50 years. Figures 1613.3.1(1) and 1613.3.1(2) of the CBC present MCER accelerations for short (0.2 sec.) and long (1.0 sec.) periods, respectively, based on a soil Site Class B (CBC 1613.3.2) and a structural damping of five percent. For the subject site, correlation with previous explorations in similar material indicates that the upper 100 feet of geologic subgrade can be characterized as Site Class D. It can be noted that the CPTs indicate layers of clay-like material that are nearly 10 feet in thickness. In our experience, such materials are generally clayey silts (ML) with a plasticity index around 10 or less. As such, the overall profile is not considered to be Site Class E. In this case, the mapped MCER accelerations are I CWE 2190062.01 March 19, 2019 Page 6 modified using the Site Coefficients-presented in Tables 1613.3.3(1) and (2). The modified MCE spectral accelerations are then multiplied by two-thirds in order to obtain the design spectral accelerations. These seismic design parameters for the subject site (33.1571°, -117.3519°), based on Chapter 16 of the CBC, are presented in Table II below. TABLE II: CBC 2016 EDITION - SEISMIC DESIGN PARAMETERS CBC - Chapter 16 Section Seismic Design Parameter Recommended Value Section 1613.3.2 Soil Site Class D Figure 1613.3.1 (1) MCER Acceleration for Short Periods (0.2 sec), S 1.167 g Figure 1613.3.1 (2) MCER Acceleration for 1.0 Sec Periods (1.0 sec), Si 0.447 g Table 1613.3.3 (1) Site Coefficient, Fa 1.033 Table 1613.3.3 (2) Site Coefficient, F 1.553 Section 1613.3.3 Siis = MCER Spectral Response at 0.2 sec. = (55)(F2) 1.206 g Section 1613.3.3 SMI MCER Spectral Response at 1.0 sec. = (Si)(F) 0.695 g Section 1613. 3.4 SDS Design Spectral Response at 0.2 sec. 2/3(Sivis) 0.804 g Section 1613.3.4 SDi - Design Spectral Response at 1.0 sec. 2/3(SM1) 0.463 g Section 1803.2.12 PGAM per Section 11.8.3 of ASCE 7 0.48 g RECOMMENDATIONS TEMPORARY SLOPES Temporary excavation slopes will be required for the construction of the subject project. The excavations required for footing construction are considered as part of the temporary slopes. It is anticipated that some of the temporary cut slopes will be shored. The contractor is solely responsible for designing and constructing stable, temporary excavations and will need to shore, slope, or bench the sides of trench excavations as required to maintain the stability of the excavation sides. The contractor's "competent person", as defined in the OSHA Construction Standards for Excavations, 29 CFR, Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety process. We anticipate that the existing on-site soils will consist of Type B material Our firm should be contacted to observe all temporary cut slopes during grading to ascertain that no unforeseen adverse conditions exist. No surcharge loads such as foundation loads, or soil or equipment stockpiles, vehicles, etc. should be allowed within a distance from the top of temporary slopes equal to half the slope height. CWE 2190062.01 March 19, 2019 Page 7 TEMPORARY SHORING GENERAL: Where it is not possible to construct temporary cut slopes in accordance with the above criteria, it will be necessary to use temporary shoring to support the proposed excavations. For shoring systems, we considered the use of cantilevered soldier pile walls. We recommend that a specialty contractor with experience in shoring and bracing provide the shoring recommendations and plans. It is recommended that a "survey" be made of adjacent properties and structures prior to the start of grading and excavation in order to establish the existing condition of existing neighboring structures and to reduce the possibility of potential damage claims as a result of site grading. SHORING DESIGN AND LATERAL PRESSURES: For design of cantilevered shoring, a triangular distribution of lateral earth pressure may be used. It may be assumed that retained soils having a level surface behind the cantilevered shoring will exert a lateral pressure equal to that developed by a fluid with a density of 35 pounds per cubic foot. Cantilevered shoring is normally limited to excavations that do not exceed approximately 15 feet in depth in order to limit the deflection at the tops of the soldier piles. DESIGN OF SOLDIER PILES: Soldier piles should be spaced no closer than two diameters on center. The ultimate lateral bearing value (passive value) of the soils below the level of excavation may be assumed to be 400 pounds per square foot per foot of depth from the excavated surface, up to a maximum of 6,000 pounds per square foot. The lateral bearing can be applied over a horizontal distance equal to twice the pile diameter. To develop the full lateral value, provisions should be made to assure firm contact between the sol&ex piles and the undisturbed soils. The concrete placed in the soldier pile excavations should be of sufficient strength to adequately transfer the imposed loads to the surrounding soils. LAGGING: Continuous lagging will be required between the soldier piles. The soldier piles and anchors should be designed for the full anticipated lateral pressure. However, the pressure on the lagging will likely be somewhat less due to arching in the soils. We recommend that the lagging be designed for a semi-circular distribution of earth pressure where the maximum pressure is 400 pounds per square foot at the mid-point between soldier piles, and zero pounds per square foot at the soldier piles. This value does not include any surcharge pressures. CWE 2190062.01 March 19, 2019 Page 8 DEFLECTIONS: We recommend from a geotechnical standpoint that the deflection at the top of the shoring not exceed about one inch. if greater deflection occurs during construction, additional bracing may be necessary. if desired to reduce the deflection of the shoring, a greater lateral earth pressure could be used in the shoring design. MONITORING: Some means of monitoring the performance of the shoring system is recommended. The monitoring should consist of periodic surveying of the lateral and vertical locations of the tops of the soldier piles approximately every 50 lineal feet. We will be pleased to discuss this further with the design consultants and the contractor when the design of the shoring system has been finalized. LIMITATIONS REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the Geotechnical Engineer and Engineering Geologist so that they may review and verify their compliance with this report and with Appendix J of the California Building Code. It is recommended that Christian Wheeler Engineering be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in CWE 2190062.01 March 19, 2019 Page 9 the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the Geotechnical Engineer so that he may make modifications if necessary. CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that we may determine 'if the recommendations contained herein are appropriate. It should be verified in writing if the recommendations are found to be appropriate for the proposed changes or our recommendations should be modified by a written addendum. TIME LIMITATIONS The findings of this report. are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they are due to natural processes or the work of man on this or adjacent properties. In addition, changes in the Standards-of-Practice and/or Government Codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. PROFESSIONAL STANDARD In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations are based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. CWE 2190062.01 March 19, 2019 Page 10 CLIENT'S RESPONSIBILITY It is the responsibility of the client, or their representatives to ensure that the information and recommendations contained herein are brought to the attention of the structural engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to insure that the contractor and his subcontractors carry out such recommendations during construction. I . ci 111 4 •. I ________________ lot. _ I I SCALE 1. = CWE LEGD - B-3 APPROXIMATE BORING LOCATION ARTIFICIAL FILL OVER - Qp OLD PARAIJC DEPOSITS Qp OLD PARALIC DEPOSITS - - - GEOLOGIC CONTACT • - AM SITE PLAN AND GEOLOGIC MAP PROPOSED PARKING GARAGE SHOEING, CARLSBAD INN 3W0 CARLSBAD BOULEVARD I•P CAEI3AD, CORMA DATES MARCH 2019 h _OD P40.? 2190061.01 I a nun Wi iasii D SD I PLATE NO I Appendix A' Subsurface Explorations 1 Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures. Brief descriptions of the tests performed are presented below: CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System and are presented on the exploration logs in Appendix A. MOISTURE-DENSITY: In-place moisture contents and dry densities were determined for representative soil samples. This information was an aid to classification and permitted recognition of variations in material consistency with depth. The dry unit weight is determined in pounds per cubic foot, and the in-place moisture content is determined as a percentage of the soil's dry weight. The results of these tests are summarized in the exploration logs presented in Appendix A. MAXIMUM DENSITY & OPTIMUM MOISTURE CONTENT: The maximum dry density and optimum moisture content of typical soils were determined in the laboratory in accordance with ASThI Standard Test D-1557, Method A. DIRECT SHEAR Direct shear tests were performed to determine the failure envelope of selected soils based on yield shear strength. The shear box was designed to accommodate a sample having a diameter of i375 inches or 2.50 inches and a height of 1.0 inch. Samples were tested at different vertical loads and a saturated moisture content. The shear stress was applied at a constant rate of strain of approximately 0.05 inch per minute. SOLUBLE SULFATES: The soluble sulfate content was determined for samples of soil likely to be present at the foundation level. The soluble sulfate content was determined in accordance with California Test Method 417. 'N CHRIS11AN WHEELER. ENGINEEINC LABORATORY TEST RESULTS PARKING GARAGE SHORING 3075 CARLSBAD BLVD, CARLSBAD, CA 'Cr NO. 21006 DATE 03/19 FIGURE .1 ;MAXIMUM DENSITY AND OPTIMUM MOISTURE CONTENT (ASTM 1)1557) ••uuuu•uuu•uuuuuu•uuuuuuu•u.•auu. Sample No. CALTEST 417 CALTEST 643 CALTEST 422 Sulfate Content (./'SO4) pH Resistivity (ohm-cm) Chloride Content (%) B-2 @ 0-3' 0.002 8.5 5,500 0.003 CHRJS11AN WHEELER ENGINEERING LABORATORY TEST RESULTS PARKING GARAGE SHORING 3075 CARLSBAD BLVD, CARLSBAD, CA NO. 210062 DATE 03/19 FIGURE 7 Appendix C References C1'E 219006201 March 19,2019 Appendix C-I REFERENCES American Society of Civil Engineers, ASCE 7 Hazard Tool, https://asceTházardtooLonhine Historic Aerials, NETR Online, historicaerials.com Kennedy, Michael P. and Tan, Siang S., 2008, Geologic Map of the Oceanside 30'x60' Quadrangle, California, California Geologic Survey, Map No. 2. Tan,. S.S., 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California, California Division of Mines and Geology Open-File Report 95-04. U.S. Geological Survey, Quaternary Faults in Googie Earth, http://earthquake.usgs.gov/hazards/qfaults/google.php