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HomeMy WebLinkAbout2515 CORTE CASITAS; ; CB891528; PermitBUILDING 11/30/89 09-50 Page 1 of 1 Job Address. Permit Type^ RETAINING WALL Parcel No Valuation: 57,120 Construction Type- NEW Occupancy Group. Description- 4760 SF CT 85-16 PERMIT Str. Class Code Permit No. CB891528 Project No- A8902646 Development No Fl: Ste- 1706 11/30/89 0001 01 02 C-PRHT 327.00 ISSUED 10/10/89 11/30/89 DC Status Applied Apr/Issue Validated By CONTRACTOR • WESCORP 3701 SOUTHERNWOOD WAY SAN DIEGO CA 92106 *** Fees Required *** *** Lie. C 508979 Fees Collected & Credits * * * Fees: 538.00 Adjustments: .00 Total Fees. 538.00 Fee description Total Credits: Total Payments- Balance Due: Units Fee/Unit 00 211 00 327 00 Ext fee Data Building Permit Plan Check Strong Motion Fee * BUILDING TOTAL 324.00 211 00 3 . 00 538 00 CITY OF CARLSBAD 2075 Las Palmas Dr, Carlsbad CA 92009 (619) 438-1161 PERMIT APPLICATION City of Carlsbad Building Department 2075 Las Palmas Dr , Carlsbad, CA 92009 (619) 438-nei L PERMIT TYPE_ I ~A Q COMMERCIAL QNEWP TENANT IMPROVEMENT B QINDUSTRIAL DNEU QTENANT IMPROVEMENT c [^RESIDENTIAL QAPARTMENT [JCONDO QSINGLE FAMILY DWELLING [^ADDITION/ALTERATION DDUPLEX QDEMOLITION [^RELOCATION QMOBILE HOME GELECTRICAL QPLUMBING QMECHANICAL QPOOL QSPA ^RETAINING WALL QSOLAR QOTHER PROJECT INFORMATION PLAN CHECK No EST VAL PLAN CK DEPOSIT VALID BY /OC DATE /;/t>;e> 0^69 10/10/89 000.1 01 02 C-PWTT 211 »00 FOR OFFICE USE ONLYAddress,^ Nearest Cross Streets or Su1to N° A"L 1 <2A tTTB, k frt\~tr\ fit LEGAL DESCRIPTION Lot Noi&5 Subdivision Name/Number Unit NoI CHECK BELOU IF SUBMITTED C]2 Energy Calcs ?2 Structural Calcs Soils Report CU ' Addressed Envelope ASSESSOR'S PARCEL 1 5"EXISTING USE PROPOSED USE DESCRIPTION OF WORK BLOG SO FTG # OF STORIES CONTACT PERSON NAME -STE-. 1-4 O'AGENT FOR CONTRACTOR QoWNER 5 PROPERTY OWNER NAME CITY ADDRESS ~7"7*rO ZIP CODE ^ QLESSEE QTENANT • K DAY TELEPHONE 6 CONTRACTORNAME DAY TELEPHONE CITY BUSINESS LIC # DATE WORKERS' COMPENSATION Workers' Compensation Declaration I hereby affirm that I have a certificate of consent to self insure issued by the Director of Industrial Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800 Lab C) INSURANCE COMPANY POLICY NO EXPIRATION DATE_ _ __ _ Certificate of Exemption I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers' Compensat ion Laws of California SIGNATURE 8 OWNER-BUILDER DECLARATION Owner Builder Declaration I hereby affirm that 1 am exempt from the Contractor's License Law ;or inc following reason Q I as owner of the property or my employees with wages as their sole compensation will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law docs not apply to an owner of property who buitds or improves thereon, and who does such work himself or through his own employees, provided that such improvements arc not intended or offered for sale If, however, the building or improvement is sold within one year of complenon the owner builder will have the burden of proving that he did not build or improve for the purpose of sale ) D 1 as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves there on and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) I am exempt under Section Business and Professions Code for this reason SIGNATURE DATE COMPLETE THIS SECTION FOR NON RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Subst.ince Account Acf DYES DNO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district7 DYES DNO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site' DYES QNO IF AMY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT i CONSTRUCTION LENDING AGENCY" I hereby affirm that there is a construction tending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code) LENDER'S NAME LENDER'S ADDRESS 10 APPLICANT'S SIGNATURE I certify that I have read the aoplication and state that the above information is correct I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Cai Isbod to enter- upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS COSTS AND EXPLNSCS WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT Expiration Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not coninenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenci d for a period of 180 days (Section 303(d) Uniform Building Code) APPLICANT'S OWNER CONTRACTOR PHONE APPROVED BY DATE WHITE File YELLOW Applicant PINK Finance 10/09/90 INSPECTION HISTORY LISTING FOR PERMIT* CB891528 DATE 01/11/90 01/11/90 01/10/90 01/10/90 01/08/90 01/08/90 01/05/90 01/05/90 01/05/90 01/05/90 01/04/90 01/04/90 12/29/89 12/29/89 12/29/89 12/29/89 12/29/89 INSPECTION TYPE Grout Grout Grout Grout Footing Footing Footing Footing Grout Grout Footing Footing Footing Footing Retaining Walls Retaining Walls Grout INSP ACT COMMENTS RI PD RI PD RI PD RI PD RI PD RI PD RI PD RI PD RI RI NR RI AP RI AP RI CO RI CO RI CO RI AP RI AP RI HIT <RETURN> TO CONTINUE... 10/09/90 INSPECTION HISTORY LISTING FOR PERMIT# CB891528 T3/MH/DEAN/559- T3/MH/DEAN/559- T2/MH/DEAN/559- T3/MH/DEAN/559- T3/MH/DEAN/559- T3/MH/DEAN/559- T3/MH/DEAN/559- Tl/RS/DEAN/559- T3/MH/DEAN/559- •0418 0498 0498 0498 0498 0498 0498 0498 0498 DATE 12/29/89 12/21/89 12/21/89 12/08/89 12/08/89 INSPECTION TYPE Grout Footing Footing Footing Footing INSP ACT COMMENTS PD RI PD RI PD AP RI AP RI AP T3/MH/DEAN/559-0498 T3/MH/DEAN/559-0498 RET. WALL HIT <RETURN> TO CONTINUE... ESGIL CORPORATION 9320 CHESAPEAKE DR , SUITE 208 SAN DIEGO, CA 92123 (619) 56O-1468 DATE: JURISDICTION: PLAN CHECK NO: (LlTV SET; 11L PROJECT ADDRESS; PROJECT NAME: xL/f4 At&/ Trt<, T rT, QA££J.TrANT-.~TJU RIS D_I£T_LONJPLAN CHECKER QFILE COPY QUPS nDESIGNER D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified are resolved and checked oy building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should ne corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of tne cneck list is enclosed for the jurisdiction to return to the applicant contact person. ] The applicant's copy of the check list has been sent to: Esgil staff did not advise the applicant contact person that plan check has been completed. ; / Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: REMARKS: Telephone Enclosures ESGIL CORPORATION//-/</:£? UGA DAA Uvw QDM ESGIL CORPORATION 932O CHESAPEAKE DR , SUIT E 2O8 SAN DIEGO, CA 92123 (619) 560-1468 DATE: JURISDICTION: PLAN CHECK NO: PROJECT ADDRESS: (LlT'S PROJECT NAME:/Ag SET:7ZL S/TV TZvT. riAgPLICANT "fjJURISDICTIOl^>LAN CHECKERQFILE COPY QUPS (~! DESIGNER The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: REMARKS: Telephone Enclosures ESGIL CORPORATION J&'f7'?J DGA DAA Uvw QDM Citp of Carte&ab Date PROJECT ADDRESS t ASV'5" TO: PLAN CORRECTION SHEET Plan Check No. g<? -/^A )? Date plans received by the jurisdiction Date plans received by plan checker plan check completed >Date By FOREWORD; PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the handicapped. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The items circled below need clarification, modification or change. All circled items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c), of the Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. PLANS 1. \ Please make all corrections on the original —S tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to; IzStrll. O&, _ / ©To facilitate rechecking, please identify, next to each circled item, the sheet of the plans upon which each correction on this sheet has been made and return this check sheet with the revised plans. -UZ- -TO LALL. LO(.Ar/A*)Ji ttJ ^ OfijQliJ "*• fa&AVFL-ftf OF C. mm, Pipe- U)/3'<;oL Mo FDTtJ. /Jfl - r>o AkTTbm OF- RLL &£ 3<-l'C-i ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 2O8 SAN DIEGO, CA 92123 (619) 56O-1468 DATE: nflTQAfe. /». /9P? JURISDICTION: ^lT<S d F CS£L^&ftP __ TjPLAN CHECKERQFILE COPY PLAN CHECK NO: tft^/SAf? _ SET : X- __ Dups [JDESIGNER PROJECT ADDRESS; PROJECT NAME; JJ\S &35/TAS Te&Zfite S/r^ Ji?T The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified __ are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: L Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: __ Date contacted: Telephone REMARKS: ESGIL CORPORATION /0-/?-^_ DGA DAA Uvw QDM Enclosures: Citp of Date PROJECT ADDRESS » TO; . aft PLAN CORRECTION SHEIIT Plan Check No.-/££& Date plans received by the jurisdiction I&J/Q/J& / / ' Date plans received by plan checker /0//ZL/ ffl plan check completed /v)/9/LXg/g- FOREWORD; PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the handicapped. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The items circled below need clai ification, modification or change. All circled items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c), of the uniform Building Code, the approval of the plans does not permit the violation of any state, county 01 city law. A. PLANS Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to ; To facilitate rechecking, please identify, next to each circled item, the sheet of the plans upon which each correction on this sheet has been made and return this check sheet with the revised plans. (3,) (V.. TO W Pi U. TO P OF V>j5MtfiJ fifLfi-lL) u u)&LL.t>. PLtftJ, f-oii. OF UJfUi WltJ V'P' f Of- P.5T/J. P- /?(?«/?/?. (SQ fr-r AOTTQM t>f- frt-L TQ Aff AlfiCU-T ttJ fr(.t£>££>f\fje.f j/J<>0ecr/o»}, Jurisdiction Prepared byi VALUATION AND PLAN CHECK FEE p Bldg. Dept, D Esgil PLAN CHECK N0._ BUILDING ADDRESS _ AS 14 APPLICANT/CONTACT _ BUILDING OCCUPANCY PHONE NO. DESIGNER PHONE TYPE OF CONSTRUCTION CONTRACTOR PHONE BUILDING PORTION Sirs' Kent unfa rtfiuc, Air Conditioning: Commercial Residential Res. or Comm. Fire Snrinklers Total Value BUILDING AREA V7^D VALUATION MULTIPLIER SZ'OQ @ <a @ VALUE ^•7. J3(0. ^5"7. j£o Building Permit Tee $ Plan Check Fee $ COM MENTS SHEET OF / 12/87 ro njo a ooo4) tt> 01£ -C £U <-> U C C(0 (0 a. a. a. 0-tjD PLANNING CHECKLIST Plan Check No. APN: (Name;; Type of Project and Use Zone Facilities Management Zone Legend gj Item Complete Item Incomplete - Needs your action 1,2,3 Number in circle indicates plancheck number that deficiency was identified Environmental Review Required: YES DATE OF COMPLETION: NO TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval D Discretionary Action Required: YES APPROVAL/RESO. NO. PROJECT NO. OTHER RELATED CASES: :_ NO DATE- -~/(e> TYPE . < / Compliance with conditions of approval7 If not, state conditions which require action. Londitions of_Approval Landscape: Compliance with conditions of approval7 If not, state conditions which require action. Conditions of Approval., Coastal YES _ NO " DATE OF APPROVAL. D D D Compliance with conditions of approval' If not, state conditions which require action.' Conditions of Approval _ _ __ Site Plan: Q Q 1. Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, nght-of-way width and dimensioned setbacks. Q Q 2 Show on Site Plan: Finish floor elevations, elevations of finish f grade adjacent to building, existing topographical lines, existing and proposed slopes and driveway. 0 a D n\ 3. 4 Zoning. 1. 2. 3 4. Provide legal description of property Provide assessor's parcel number. Setbacks: Front: Required Shown Int. Side: Street Side: Rear: Lot coverage- Height: Parking: Guest Required Required Required Required Required Spaces Required Spaces Required Shown Shown Shown Shown Shown Shown Shown Additional comments and remarks have been made on the building plans. These marked-up plans may be picked up at the Building Department. These marked-up plans must be resubmitted with the revised plans for this project. Have plans been marked up7 YES NO D D D Additional Comments OK TO ISSUE 4^/t—- DATE PLNCK.FRM \ DEPARTMENT OF PLANNING AND LAND USE RETURN TO Project Location L—l San Diego Office 5201 Ruffin Road, Suite B3 San Diego, CA 92123 565-5920 COOES DIVISION L_J North County Office 334 Via Vera Cruz San Marcos CA 92069 741 ^236 Name of Pernittee Grading Permit No This report form for a "minor" grading project is to be completed and signed by the Registered Civil Engineer (or Architect) who has been designated on the Grading Plan and Permit as the Engineer »ho will furnish the compaction report for work authorized by a grading permit issued by the Department of Planning and Land Use The intent of the format is to provide information to the Department of Planning and Land Use as to gradi.ig compliance with the approved Grading Plan and Permit ifliere the auestions below refer to location, connguration or quantity of cut and/or fill areas, it is understood that vour response will not roir>allv be based on an actual land survey or detailed earthwork quantity calculations It should be noted, hosexer, that the Department is particularly concerned wnere there are possible infractions with respect to o;er- steepened slooes, encroachments of required setbacks, uncompacted fjlls placed, or where the quantit1. of fill placed differs substantially from that authorized The Department of Planning and Land Use requires that all fills authorized by a Grading Permit be comp'icted to a minimum of 90% of maximum densitv with the exception that not more than 12" of uncompai-ted and untested tuls may be dispersed over the land parcel The need to compact all fills that are bevond the present limits or fie present proposed construction is to insure that future proposed construction of room additions or suimming pools or similar structures will not require that uncompacted tills be removed or recompacted, or tnat extensive foundation work be installed Compaction racorts will not be accepted unless this forn is comuleted and sign.ed bv the registered person Po'oi'^'i lrtS>P'f<-'C °f\ /~)M A COMp\TIBIim WITH GRADING PLAN AND QE1MIT ' +&*neeff ,Vi Pr°j*-<-t 1 has the compacted fill placed only in the approximate locations designated on the grading -Jtes ~ pl.in.as areas to be filled' 2 Did the quantit) of fill raaterial placed approximately conform to the grading plan" 3 Did tne toe of fill or the top of cut appear to meet the prescribed property line setback ll 5' for fill, 3 O1 for cuts)"1 4 here the finished fill slopes equal to or less than 2 horizontal to 1 vertical0 5 If the fill material was obtained by cuts on the site, were the cuts nade in the prooer location and to the proper slope approximately as shown on the approved grading piin' 0 Were brow ditches constructed approximated as shown OT the grading plan' B LOCVriOV AJ.D AMOUNT OF COMPACTION TESTS ! have you sttacked a sketch and data shoeing the location and relative elevation for all compaction tests' 2 Was a compaction test nade so that there is at least one test in sach 2' thick lens of compacted material' 3 \s indicated bv inspections, observations and compaction test resi-lti, was the rill, eiclucing the top 1 J1, compacted to at least 90°3 of max mum dr donaitv" C QUALITY 0= FILL COMPACTION OPERATION 1 Was the area to receive fill properl/ prepared in tema of or^ih reiio\ai, ben-hir^, netting, reno\al of noncorauacted rill or deoris ana related itens ' 2 Was ail d^trinentaKy expansive soil placed in the fill it 3' or r.ore 3 nave ou attacnea -.1 co:\ of vour car a showing the relat:ors".p between oot TJT -ij.sjjre concent ^.rid Td-viiiuni Jerisi"1. 7 •ir:h, rocks, grave!"1 smallei t'an II' ir jj.:e^ Yes No_ No Yes \o So S> 'o -us all 7*ito--jl used as fj.1 Are ill re.is -.f the f. U ;U-ta3le ror Svirport or STATISTICAL DATA 1 Dates the grading work was performed »_ Dates your representative was on site and number of hours on site tor each date, and n-ime of representative \S-BUILT DATA If the fill placement was not in accordance with the approved grading plan, did vou notify \es the permittee to obtain approval for deviation from the plan before proceeding with additional fill placement7 If the approved grading plan does not reflect the actual location, depth and type ot fill, Yes have /ou submitted for review and approval an as-built plan' No REMARKS -fT> 3^T. (a. 1.8 p>o-h«J>-fa .i \J p l CERTIFICATION I hereby certify, t-nder penalty of perjury, that the information provided in thib certification is true to the best of my knowledge and belief X Signature Date (To be sign'efl and dated by a Re^istuied Engineer or Registration or Certification Nuiroer / 3 -^ vS Address I\7<Z l*JJStr-*-l Telephone Number STRUCTURAL CALCULATIONS Las Casitas Terraza Walls Alga Road f__Car 1 abad Job #8902426 29 Sheets 9V21/89 SANNMANN ENGINEERING, INC. DBA 1 T>Structural & v^ivil Engineering 4441 Voltaire Street - San Diego, CA 92107 (619) 223-1401 CONSTRUCTION ENGINEER I NO 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO. 2426 - 1 RETAINING WALL DESIGN CRITERIA:SOILS DATA: Construction Codes Steel Concrete Concrete Block Block Stem C I P Footing UBC & AC I Latest Eds GR 40 fc = 2000 psi ASTM C-90 Latest Ed. Grade N Type 1 Units Inspection — Sol id Grouted fm = 1500 psi Allow. Bearing = 2500 psf Active Press.= 48 pcf Pass. Press.= 375 pcf Coef. of Friction = .35 (Assumed per instruc- tions of owner) ID D j CONSTRUCTION ENGINEERING /?£'-TAlhiIN'6 WALL JOB NO -2- X WALLS') E D Jj _D CONSTRUCTION ENGINEERING %eTAlN/N(5 WALL JOB NO - M \ 61 D D JOB NO CONSTRUCTION ENGINEERING STAINING B v I ,._ - a $ & if- 4/4 4± fl D D CONSTRUCTION ENGINEERING WALL JOB NO 2*2 • * ^ ,:~j 3 -<£ ID _D JD CONSTRUCTION ENGINEERING tfe TAIN IN 6 WALL JOB NO - 7 CONSTRUCTION ENGINEERING %e TAIN IN 6 K) LJ7 sVSie <Q 0$ f>LF «• • i',;.V :•;•:•' •' > 44^1 4-i E D D CONSTRUCTION ENGINEERINC %B TAIN IN (5 WALL JOB NO CONSTRUCTION ENGINEERING JOB NO. 4441 VOLTAIRE ST. SAN DIEGO ,CA. 92107 619 223 1401 RETAINING WALL DESIGN > DESCRIPTION :4 FT WALL > DESIGN DATA Soil Bearing Press = 2500 psf FOOTING : Active Fluid Press = 48 pcf Ftg/Soil Friction = 0.35 Passive Pressure = 375 pcf f'c - Concrete = 2,000 psi Soil Density = 133 pcf Fy - Reinforcement = 40,000 psi > WALL LOADING CONDITIONS Slope of Backfill = 0:1 Design Fluid Pressure = 48.0 pcf (horiz:vert,0=Level) (Corrected for Slope) Surcharge over Toe - 0 psf Surcharge over Heel = 0 psf Shall Surcharge be used in Resisting Moment? Y=l, N=0 —> 0 <— Soil Ht over Toe = 0 in Axial Load on Stem = 0 plf Wall Ht above Soil = 0 ft Load @ Wall Above Soil= 0 psf ADJACENT FOOTING LOAD : Width of Footing = 0 ft Footing Load = 0 plf Ftg. Dist. from Wall = 0 ft Spread Footing ? Depth of Bearing Below Y=l , N=0 : --> 0 Soil @ Rear F.O.W. = 0 ft UNIFORM LOAD (Added )= 0 plf Bottom Above T.O.F. = 0 ft Top Above T.O.F. = 0 ft WALL & FOOTING GEOMETRY > RETAINED HEIGHT ~ 4 ft > Footing Thickness = 12 in (above T.O.F.) > Key Depth = 12 in > Toe Width = 1.33 ft > Key Width = 12 in Stem Width = 0.67 ft > Toe / Key Dist. = 1 ft > Heel Width = 0.5 ft FOOTING WIDTH = 2.50 ft - STABILITY SOIL PRESSURE G TOE » 924 psf : 2,500 = Allow SOIL PRESSURE e HEEL = 108 psf FACTOR OF SAFETY : Overturning » 2.15 >« 1.5, —> OK FACTOR OF SAFETY : Sliding » 1.90 >= 1.5, —> OK ONE-WAY SHEAR AT TOE SIDE OF STEM = <. 1 > OK ONE-WAY SHEAR AT HEEL SIDE OF STEM. •* < 1 > OK CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO, STABILITY CHECK > NOTE: Should 1/3 of Active Pressure be used as Vertical Pressure at rear face of stem? Y=l , N = 0 » OVERTURNING MOMENT - RESISTING MOMENT ~ 1,000 ft-a 2,149 ft-# FACTOR OF SAFETY : Overturning —> SLIDING CHECK MAX. LATERAL FORCE = 2.15 600 tt Max. Lateral Force = 600 # Max. Resis. Force = 1,139 # F.S. : Sliding = 1.90 SOIL PRESSURE Eccentricity from CL = > Ht. of Soil to Neglect = Passive Pressure = Friction Pressure = 0 in 750 * 389 * > SOIL PRESSURE @ TOE > SOIL PRESSURE @ HEEL TOE DESIGN 0.32 ft Kern Distance = 0.42 ft UN-FACTORED FACTORED 924 psf 1,570 psf = 108 psf 0 psf Mu' '= Upward Mu' = Downward > % Steel Minimum As : Required As : Provided = 1033.03 ft-* = 179.543 ft-* - O.0012 0.034 in~2/ft 0.122 in~2/ft Mu : DESIGN MOMENT = 853.48 ft-* Rebar Cover d = Thk-Cover •m' = R-u 3.5 in 8.50 in = 23.53 = 13.13 psi One Way Shear: Fv = 2*(f'c~.5) = Actual Shear / Phi= 89.44 psi 14.83 psi 19.5 30.5 43.5 #7 @ 58.5 #8 @ 77.5 #9 6 98.5 Try: *4 6 *6 e HEEL DESIGN > Neglect Upward Soil Pressure? Y=1,N=0 —> 0 119.35 ft-* Mu : DESIGN MOMENT = 119.35 ft-*MU" = Mu' s Downward Upward % Steel Minimum As : Required As : Provided 0 ft-* 0.0012 0.004 in~2/ft 0.144 in~2/ft Rebar Cover d - Ink-Cover 'm' = R-u One Way Shear: Fv = 2*(fc%5) « 89.44 psi Actual Shear / Phi= 3.34 psi Try: *4 ® 16.50 " *5 €! 25.50 " *6 0 36.50 " #7 *8 10.00 in 23.53 1.33 psi « 50.50 " 3 65.50 " © 83.50 " CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO.-// TOP STEM SECTION > WALL > f'm > Fs : > f'c > Fy : > Load MATERIAL : DESIGN CONCRETE = Masonry = For Masonry = Concrete = For Concrete = Factor > Grouting? = 1 20 2 40 Y=l N=0 > > Inspected ? Y=l > Center=l , Masonry f'm fs Bond N=0> Edge=2 -> : Actual = = Length 16, Req' 205 993 d - ,500 ,000 ,000 ,000 1.00 1 0 2 1, MASONRY = 2 = — psi > psi psi psi » 2 Bottom Ht . above TOF = Loaded Section Total Lateral Height = Press. = Maximum Ms=Service = (n=20 > Allow. 20 250 ,000 17.9 psi psi in )WALL THICKNESS REBAR SIZE REQ'D SPACING =1 # —Rebar Area Supplied = 'd' for design Allowable Unit Actual Unit = Shear = Shear = ~y / _«- 0 4.00 384 512 Q 4 32.00 0.07 5.25 42.0 4.2 -_ - ft ft * ft-* in in in" in psi psi 2 CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO. RETAINING WALL DESIGN > DESCRIPTION :6 FT WALL > DESIGN DATA Soil Bearing Press = Active Fluid Press = Passive Pressure = Soil Density = > WALL LOADING CONDITIONS Slope of Backfill = (horiz:vert ,0=Level ) 2500 psf FOOTING : 48 pcf Ftg/SoiL Friction = 375 pcf f'c - Concrete = 133 pcf Fy - Reinforcement = 0 =1 Design Fluid Pressure = (Corrected for Slope) Surcharge over Toe = 0 psf Surcharge over Heel = Shall Surcharge be used in Resisting Moment? Y=l, N=0 —> Soil Ht over Toe = 0 in Wall Ht above Soil = 0 ft ADJACENT FOOTING LOAD : Footing Load = Spread Footing ? Y=l , N=0 : —> 0 UNIFORM LOAD (Added)= 0 plf WALL & FOOTING GEOMETRY Axial Load on Stem = Load e Wall Above Soil= Width of Footing = 0 plf Ftg. Dist. from Wall = Depth of Bearing Below Soil @ Rear F.O.W. = Bottom Above T.O.F. = Top Above T.O.F. = > RETAINED HEIGHT (above T.O.F.) > Toe Width Stem Width > Heel Width 6 ft > Footing Thickness > Key Depth 2 ft > Key Width 1.00 ft > Toe / Key Dist. 0.5 ft 0.35 2,000 psi 40,000 psi 48.0 pcf 0 psf 0 < — 0 plf 0 psf 0 ft 0 ft 0 ft 0 ft 0 ft 12 in 18 in 12 in 1.5 ft FOOTING WIDTH = 3.50 ft SOIL PRESSURE 0 SOIL PRESSURE @ FACTOR OF SAFETY FACTOR OF SAFETY ONE-WAY SHEAR AT ONE-WAY SHEAR AT TOE HEEL •ss. - : Overturning = : Sliding TOE SIDE HEEL SIDE = OF STEM OF STEM 1,151 PSf 43 psf 1.86 >» 1.51 >= B |, = < : 2,500 1.5, ~> 1.5, ~> 1 > OK 1 > OK = Allow OK OK CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO. STABILITY CHECK > NOTE: Should 1/3 of Active Pressure be used as Vertical — Pressure at rear face of stem? Y=l , N = 0 » 1 OVERTURNING MOMENT = RESISTING MOMENT - 2,744 ft-* 5,092 ft-* FACTOR OF SAFETY : Overturning —> SLIDING CHECK MAX LATERAL FORCE » 1,176 * 1 .86 Max. Lateral Force = 1,176 # Max. Resis. Force = 1,772 * F.S. : Sliding = 1.51 SOIL PRESSURE Eccentricity from CL = > Ht. of Soil to Neglect = 0 in Passive Pressure = 1,172 * Friction Pressure = 600 * > SOIL PRESSURE % TOE > SOIL PRESSURE @ HEEL TOE DESIGN 0.53 ft Kern Distance = 0.58 ft UN-FACTORED FACTORED 1,151 psf 1,957 psf = 43 psf 0 psf Mu Upward Mu' = Downward > % Steel Minimum As : Required As : Provided = 2795.54 ft-* 406 ft-* •= 0.0012 = 0.095 in~2/ft 0.122 in~2/ft Mu DESIGN MOMENT = 2389.5 ft-* Rebar Cover d = Thk-Cover 'm* = R-u One Way Shear: Fv = 2*(fc~.5) •= Actual Shear / Phi= Try: *4 © 89.44 psi #5 © 22.57 psi #6 tt 19.5 30.5 43.5 3.5 in 8.50 in = 23.53 = 36.75 psi #7 € 58.5 " #8 @ 77.5 " *9 8 98.5 " HEEL DESIGN > Neglect Upward Soil Pressure? Y=l ,N=0 —> Mu'*= Downward Mu' = Upward > % Steel Minimum As = Required As : Provided •s :s 165.9 ft-* 0 ft-* 0.0012 0.006 irT2/ft 0.144 in~2/ft Mu : DESIGN MOMENT Rebar Cover d = Thk-Cover •m" - R-u One Way Shear: Fv « 2*(f'c%5) = Actual Shear / Phi= Try: *4 6 16.50 89.44 psi *5 6 25.50 4.65 pel *6 ti 36.50 *7 *8 165.9 ft-* 10.00 in 23.53 1 .84 psi 50.50 " 65.50 " *9 6 63.50 CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO. TOP STEM SECTION DESIGN WALL MATERIAL CONCRETE = 1, MASONRY = 2 — » f'm Masonry = 1,500 psi Fs : For Masonry = 20,000 psi f'c Concrete = 2,000 psi Fy : For Concrete = 40,000 psi Load Factor = 1.00 Grouting? Y=l N=0 > 1 Inspected ? Y=l N=0> 0 Center=l , Edge=2 -> 2 > Bottom Ht. above TOF = Loaded Section Height = Total Lateral Press. = Maximum Ms=Service = (n=20)WALL THICKNESS Masonry : Actual Allow f'm = 182 250 fs = 12,866 20,000 Bond Length Req'd = 17.9 2nd TOP STEM SECTION DESIGN > REBAR SIZE # REQ'D SPACING psi Rebar Area Supplied = psi 'd' for design" = in AllowabJe Unit Shear -• = Actual Unit Shear = WALL MATERIAL : CONCRETE =.1, MASONRY = 2 : —» > f'm Masonry = 1,500 > Fs : For Masonry = 20,000 > f'c Concrete = 3,000 > Fy : For Concrete = 60,000 > Load Factor = 1.00 > Grouting? Y=l N=0 > 1 > Inspected ? Y=l N=0> 0 > Center=l , Edge=2 -> 2 Masonry : Actual Allow f'm = 206 250 fs = 15,621 20,000 Bond Length Req'd = 22.3 psi > Bottom Ht. above TOF psi Loaded Section Height psi psi Total Lateral Press. Maximum Ms:Service (n=20 )WALL THICKNESS > REBAR SIZE REQ'D SPACING psi Rebar Area Supplied psi 'd' for design in Allowable Unit Shear Actual Unit Shear 2 ft 4.00 ft 384 # 512 ft-# 8 in 24.00 in 0.10 in"; 5.25 in 42.0 psi 4.2 psi 0 ft 6.00 ft 864 # 1728 ft-# 12 in 5 24 .00 in 0.15 in~2 9.30 in 42.0 psi 6.2 psi CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO RETAINING WALL DESIGN > DESCRIPTION :Q FT WALL > DESIGN DATA Soil Bearing Press = Active Fluid Press = * Passive Pressure = Soil Density = > WALL LOADING CONDITIONS Slope of Backfill = ( horiz:vert,0=Level) Surcharge over Toe = 2500 psf FOOTING : 48 pcf Ftg/Soil Friction = 750 pcf f'c - Concrete = 133 pcf Fy - Reinforcement = 0 :1 Design Fluid Pressure = (Corrected for Slope) 0 psf Surcharge over Heel = Shall Surcharge be used in Resisting Moment? Y==l, N=0 —> •" Soil Ht over Toe = Wall Ht above Soil = ADJACENT FOOTING LOAD : Footing Load = Spread Footing ? Y=l , N=0 : —> UNIFORM LOAD (Added)= WALL & FOOTING GEOMETRY > RETAINED HEIGHT (above T.0 .F . ) > Toe Width Stem' Width > Heel Width FOOTING WIDTH 0 in Axial Load on Stem = 0 ft • Load 6 Wall Above Soil** Width of Footing = 0 plf Ftg. Dist. from Wall = Depth of Bearing Below 0 Soil 6 Rear F.O.W. 0 plf Bottom Above T.O.F. = Top Above T.O.F. = 8 ft > Footing Thickness > Key Depth 3 ft > Key Width 1.00 ft > Toe / Key Dist. 0.5 ft 4.50 ft 0.35 2,000 psi 40,000 psi 48.O pcf 0 psf 0 < — 0 plf 0 psf 0 ft 0 ft 0 ft 0 ft O ft 12 in 18 in 12 in 2.5 ft — s> i HD.I.L..I i T ^unnt- SOIL PRESSURE SOIL PRESSURE 1KT ee FACTOR OF SAFETY . FACTOR OF SAFETY ONE-WAY SHEAR • ONE-WAY SHEAR AT AT TOE HEEL sc : Overturning = : Sliding *= TOE SIDE HEEL SIDE OF OF STEM STEM 1,364 0 1.63 1.60 s B psf psf >=>= th fh ** 1.5. 1.5, 1 > 1 > 2,500 w \ *•»«•• \ OK OK = Al OK OK low CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO. *Equiv soil ht = (1364+0/2)7133 = 5.1 ft STABILITY CHECK Therefore, 'all-pass press = 5.1*375 = 1923psf > NOTE: Should 1/3 of Active Pressure be used as Vertical Pressure at rear face of stem? Y=l , N = 0 -—» OVERTURNING MOMENT = RESISTING MOMENT = FACTOR OF SAFETY SLIDING CHECK 5,832 ft-# 9,507 ft-# Overturning —> MAX. LATERAL FORCE « 1,944 1 .63 Max. Lateral Force * 1,944 Max. Resis. Force = 3,109 F.S. : Sliding = 1.60 SOIL PRESSURE Eccentricity from CL = > SOIL PRESSURE 6 TOE > SOIL PRESSURE @ HEEL TOE DESIGN > Ht. of Soil to Neglect - 0 in Passive Pressure - 2,344 # Friction Pressure = 766 # 0.86 ft Kern Distance = 0.7-5 ft UN-FACTORED FACTORED 1,364 psf 0 psf 2,318 psf 0 psf Mu''= Upward Mu' = Downward > % Steel Minimum As : Required As : Provided One Way Shear: Fv = 2*(f'c~.5) = Actual Shear / Phi= = 7779.36 ft-* 913.5 ft-# Mu DESIGN MOMENT = 6865.8 ft-*t 0.0012 O.278 in"2/ft 0.278 in~2/ft Rebar Cover d = Thk-Cover R-u Try: 1*4 e 89.44 psi #5 6 40.11 psi #6 6 8.5 13.5 18.5 = 3.5 in = 8.50 in » 23.53 » 105.59 psi #7 6 25.5 " #8 § 34.5 • #9 « 43.5 " HEEL DESIGN > Neglect Upward Soil Pressure? Y=l,N=0 —> Mu''= Downward = Mu' = Upward = > % Steel Minimum = As : Required • .As : Provided •• One Way Shear: •Fv = 2*(fc~.5) > Actual Shear / Phi= 212.45 ft-# 0 ft-# 0.0012 0.007 in~2/ft 0.144 in~2/ft Mu : DESIGN MOMENT * 212.45 ft-# Rebar Cover d = Thk-Cover •m' = R-u Try: #4 6 16.50 89.44 psi #5 § 25.50 5.95 psi #6 6 36.50 = 10.00 in » 23.53 = 2.36 psi #7 @ 50.50 " #8 6 65.50 " #9 0 83.50 " CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO. TOP STEM SECTION DESIGN > WALL MATERIAL : CONCRETE = > f'm Masonry = 1,500 > Fs : For Masonry = 20,000 > f'c Concrete = 2,000 > Fy = For Concrete = 40,000 > Load Factor = 1.00 > Grouting? Y=l N=0 > 1 > Inspected ? Y=l N=0> 0 > Center=l , Edge=2 -> 2 Masonry : Actual Allow, f'm = 221 250 fs = 4,957 20,000 Bond Length Req'd = 26.8 2nd TOP STEM SECTION DESIGN 1, MASONRY = 2 : —» psi > Bottom Ht. above TOF psi Loaded Section Height psi psi Total Lateral Press. Maximum Ms:Serv/ice (n=20)WALL THICKNESS > REBAR SIZE REQ'D SPACING psi Rebar Area Supplied psi 'd' for design in Allowable Unit Shear Actual Unit Shear 2.67 ft 5.33 ft 681.81 # 1211.3 ft-tt 8 in •8,00 -in 0.66 in~2 5.25 in 42.0 psi 7.5 psi /'WALL MATERIAL : CONCRETE = 1, MASONRY = 2 : —» >. f'm Masonry = > Fs : For Masonry = > f'c Concrete = > Fy : For Concrete = > Load Factor = > Grouting? Y=l N=0 > > Inspected ? Y=l N=0> > Center=l , Edge=2 -> Masonry : Actual f'm = 361 fs = 17,660 Bond Length Req'd = 1 20 3 60 ,500 ,000 ,000 ,000 ] .00 1 1 2 psi •> psi psi psi (n=20 Bottom Ht . above TOF Loaded Section Height - Total Lateral Press. Maximum Ms=Service )WALL THICKNESS = Si •as •= — > REBAR SIZE Allow. REQ'D SPACING 500 psi Rebar Area Supplied 20,000 psi 'd' for design 26.8 in Allowable Unit Shear Actual Unit Shear 0 ft 8.00 ft 1536 # 4096 ft-# 12 in 16.00 in 0.33 in~2 9.30 in 42.0 psi 11.0 psi CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO.-/& RETAINING WALL DESIGN > DESCRIPTION :10 FT WALL > DESIGN DATA Soil Bearing Press = Active Fluid Press = * Passive Pressure = Soil Density = > WALL LOADING CONDITIONS Slope of Backfill = ( horiz:vert,0=Level) Surcharge over Toe = 2500 psf FOOTING : 48 pcf Ftg/Soil Friction 1125 pcf f*c - Concrete 133 pcf Fy - Reinforcement 0 -1 Design Fluid Pressure = (Corrected for Slope) 0 psf Surcharge over Heel = Shall Surcharge be used in Resisting Moment? Y=l, N=0 —> Soil Ht over Toe = 0 in ••Wall Ht above Soil = 0 ft ADJACENT FOOTING LOAD : Footing Load = 0 plf Spread Footing ? Y=l , N=0 : —> 0 UNIFORM LOAD (Added )= 0 plf WALL & FOOTING GEOMETRY Axial Load on Stem = Load @ Wall Above Soil= Width of Footing = Ftg. Dist. from Wall * Depth of Bearing Below Soil 6 Rear F.O.W. = Bottom Above T.O.F. '= Top Above T.O.F. = > RETAINED HEIGHT (above T.O.F.) > Toe Width Stem Width > Heel Width 10 ft > Footing Thickness > Key Depth 4 ft > Key Width 1.33 ft > Toe / Key Dist. 0.5 ft 0.35 2,000 psi 40,000 psi '48.0 pcf - 0 psf 0 < — 0 plf 0 psf 0 ft 0 ft 0 ft 0 ft 0 ft 15 in 18 in 12 in 3.5 ft FOOTING WIDTH = 5.83 ft — 3 i HDIUJ. i T ounnHKi SOIL PRESSURE 6 SOIL PRESSURE 6 FACTOR OF SAFETY ' FACTOR OF SAFETY . ONE-WAY SHEAR AT ONE-WAY SHEAR AT TOE HEEL : Overturning = : Sliding = TOE SIDE OF STEM HEEL SIDE OF STEM 1,570 psf 0 psf 1.58 >* 1.75 >= = < : 2,500 1.5. — > 1.5, — > 1 > OK 1 > OK = Allow OK OK CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO.;- /? *Equiv soil ht.= (2267+0/2)/133 = 8.5 ft STABILITY CHECK Therefore, all pass press = 8.5*375 = 3196psf > NOTE: Should 1/3 of Active Pressure be used as Vertical Pressure at rear face of stem? Y=l , N = 0 » OVERTURNING MOMENT = 13 ,391 ft-# RESISTING MOMENT = 17,958 ft-# FACTOR OF SAFETY : Overturning —> SLIDING CHECK MAX. LATERAL FORCE = 3,038 # 1.58 Max. Lateral Force = 3,038 # Max. Resis. Force = 5,328 # F.S. : Sliding = 1.75 SOIL PRESSURE Eccentricity from CL = > Ht. of Soil to Neglect = 0 in Passive Pressure - 4,254 # Friction Pressure = 1,O74 # 1.18 ft Kern Distance = 0.97 ft UN-FACTORED FACTORED > SOIL PRESSURE @ TOE > SOIL PRESSURE 6 HEEL TOE DESIGN 1,570 psf 0 psf 2,669 psf 0 psf Mu' '= Upward Mu' = Downward > % Steel Minimum As : Required As : Provided = 15727.9 ft-# 2030 ft-# == 0.0012 0.411 in~2/ft 0.411 in"~2/ft Mu : DESIGN MOMENT = 13697. ft-# Rebar Cover d = Thk-Cover R-u One Way Shear: Fv = 2*(f'c~.5) = Actual Shear / Phi= Try: #4 6 89.44 psi #5 © 45.50 psi #6 G 5.5 9.5 12.5 3.5 in = 11.50 in = 23.53 = 115.08 psi #7 6 17.5 " #86 23.5 " #9 6 29.5 " HEEL DESIGN > Neglect Upward Soil Pressure? Y=l,N=0 —> Mu' '= Downward Mu ' = Upward = > % Steel Minimum = As : Required ! • As : Provided = One Way Shear: Fv = 2*(fc~.5) • Actual Shear / Phi' = 265.562 ft-# 0 ft-# = 0.0012 0.007 in~2/ft 0.187 in~2/ft Mu : DESIGN MOMENT = 265.56 ft-# Rebar Cover d = Thk-Cover •m* R-u = 13.00 in = 23.53 = 1.75 psi Try: #4 @ 12.50 " #7 6 38.50 " 89.44 psi #5 6 19.50 " #8 9 50.50 " 5.72 psi #6 6 28.50 * #9 @ 64.50 " CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO. TOP STEM SECTION DESIGN > WALL MATERIAL CONCRETE = 1, MASONRY = 2 : —>"> > fm Masonry = > Fs : For Masonry = > fc Concrete = > Fy : For Concrete = > Load Factor = > Grouting? Y=l N=0 > Inspected ? Y=l N=0>> > Center=l Edge=2 -> 1,500 20,000 2,000 40,000 1.00 1 0 2 psi psi psi psi Bottom Ht. above TOF Loaded Section-Height Total Lateral'Press. Maximum Ms:Service Masonry : Actual Allow, f'm = 221 250 fs = 4,957 20,000 Bond Length Req'd = 26.8 2nd TOP STEM SECTION DESIGN (n=20)WALL THICKNESS > REBAR SIZE REQ'D SPACING >'- psi Rebar Area Supplied psi 'd' for design in Allowable Unit Shear Actual Unit Shear 4.67 ft : 5.33 ft f 681.81 # 1211.3 ft-# 8 in 6 8.00 in 0.66 in~2 5.25 in 42.0 psi 7.5 psi > WALL MATERIAL : CONCRETE = 1, MASONRY =2 : -->> X'f'm Masonry = 1,500 > Fs : For Masonry = 20,000 > f'c Concrete = 3,000 > Fy = For Concrete = 60,000 > Load Factor = 1.00 > Grouting? Y=l N=0 > 1 > inspected ? Y=l N=0> 1 > Center=l , Edge=2 -> 2 Masonry : Actual Allow, f'm = 361 500 fs = 17,660 20,000 Bond Length Req'd = 26.8 3rd TOP STEM SECTION DESIGN psi psi psi psi > Bottom Ht. above TOF = Loaded Section Height = Total Lateral Press. = Maximum Ms=Service = (n=20)WALL THICKNESS > REBAR SIZE # REQ'D SPACING psi Rebar Area Supplied = psi 'd' for design = in Allowable Unit Shear = Actual Unit Shear = > WALL MATERIAL : CONCRETE = 1, MASONRY = 2 : —» > f'm Masonry = > Fs : For Masonry = > f'c Concrete = > Fy : For Concrete = > Load Factor = > Grouting? Y=l N=0 > > Inspected ? Y=l N=0> > Center=1 , Edge=2 -> Masonry : Actual .f'm = 365 fs - 18,107 Bond Length Req'd = 1,500 psi 20,000 psi 0 psi 0 psi 1.00 ft 1 1 2 Allow. 500 psi 20,000 psi 31.3 in > Bottom Ht. above TOF = Loaded Section Height = Total Lat. Pressure = Maximum M:service « > WALL THICKNESS > REBAR SIZE # REQ'D SPACING Rebar Area Supplied = *d' for design » Allowable Unit Shear = 2 ft 8.00 ft 1536 *» 4096 ft-# 12 in 16.OO in 0.33 in~2 -9.30 in 42.0 psi 11.0 psi 0 ft 10.00 ft 2400 # 8000 ft-# 16 in 16.00 in 0.45 in~2 13.00 in 42.0 psi CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO -Zf RETAINING WALL DESIGN > DESCRIPTION :6 FT WALL W/SURCHARGE > DESIGN DATA Soil Bearing Press = Active Fluid Press = * Passive Pressure = Soil Density = > WALL LOADING CONDITIONS Slope of Backfill = C horiz:vert,0=Level) Surcharge over Toe = 2500 psf FOOTING : 48 pcf Ftg/Soil Friction 750 pcf f'c - Concrete 133 pcf Fy - Reinforcement 0 =1 Design Fluid Pressure = (Corrected for Slope) 0 psf Surcharge over Heel = Shall Surcharge be used in Resisting Moment? Y=l, N=0 —> Soil Ht over Toe = •• Wall Ht above Soil = ADJACENT FOOTING LOAD : Footing Load = Spread Footing ? Y=l , N=0 : —> UNIFORM LOAD (Added )= WALL & FOOTING GEOMETRY > RETAINED HEIGHT (above T .0 .F. ) > Toe .Width Stem Width > Heel Width *s E 0 in Axial Load on Stem = 0 ft ' Load ft Wall Above Soil= Width of Footing = 1000 plf Ftg. Diet, from Wall = Depth of Bearing Below 0 Soil 6 Rear F.O.W. 0 plf Bottom Above T.O.F. = Top Above T.O.F. = 6 ft > Footing Thickness > Key Depth 2 ft > Key Width 1.00 ft > Toe / Key Dist. 0.5 ft 0.35 2,000 psi 40,000 psi 48.0 pcf 0 psf 0 < — 0 plf 0 psf 1.25 ft 7 ft 1 .5 ft 0 ft 0 ft 12 in 18 in 12 in 1 .5 ft FOOTING WIDTH - STABILITY SOIL PRESSURE 6 SOIL PRESSURE @ FACTOR OF SAFETY " FACTOR OF SAFETY 3.50 ft TOE HEEL : Overturning = : Sliding « 1,460 psf 0 psf 2,500 = Allow 1.71 2.30 ONE-WAY SHEAR AT TOE SIDE OF STEM ONE-WAY SHEAR AT HEEL SIDE OF STEM >= 1.5, >= 1.5, 1 > 1 > WWV S OK OK OK OK CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO._-. z 3 TOP STEM SECTION DESIGN > WALL MATERIAL : CONCRETE = 1, MASONRY « 2 • —» > f'm Masonry = 1,500 > Fs : For Masonry = 20,000 > f'c Concrete = 2,000 > Fy : For Concrete = 40,000 > Load Factor = 1.00 > Grouting? Y=l N=0 > 1 > Inspected ? Y=l N=0> 0 > Center=l , Edge=2 -> 2 Masonry : Actual Allow f'm = 182 250 fs = 12,866 20,000 Bond Length Req'd = 17.9 2nd TOP STEM SECTION DESIGN psi > Bottom Kt. above TOF = psi Loaded Section Height - psi psi Total Lateral Press. = Maximum Ms:Service = (n=20)WALL THICKNESS > REBAR SIZE * REQ'D SPACING * psi Rebar Area Supplied = psi 'd* for design ~ = in Allowable Unit Shear = Actual Unit Shear = > WALL MATERIAL : CONCRETE = 1, MASONRY « 2 : —» )--f'm Masonry ~ 1,500 > Fs : For Masonry = 20,000 > f'c Concrete = 3,000 > Fy : For Concrete = 60,000 > Load Factor = 1.00 > Grouting? Y=l N=0 > l > Inspected ? Y=l N=0> 0 > Center=l , Edge=2 -> 2 Masonry : Actual Allow f'm = 229 250 fs = 17,354 20,000 Bond Length Req'd = 22.3 psi psi psi psi Bottom Ht. above TOF Loaded Section Height Total Lateral Press. Maximum Ms=Service (n=20 )WALL THICKNESS > REBAR SIZE # REQ'D SPACING psi Rebar Area Supplied = psi *d* for design = in Allowable Unit Shear = Actual Unit Shear = 2 ft 4.00 ft 492 # 512 ft-* 8 in 24.00 in 0.10 in~2 5.25 in 42.0 psi 5.4 psi 0 ft 6.00 ft 972 # 1919.6 ft-# 12 in 24.00 in 0.15 in~2 9.30 in 42.0 psi 7.0 psi CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO. *Equiv soil ht.= (1902+0/2 )/133 = 7.2 ft STABILITY CHECK Therefore, -all pass press = 7.2*375 = 2681psf > NOTE: Should 1/3 of Active Pressure be used as Vertical Pressure at rear face of stem? Y=l , N = 0 OVERTURNING MOMENT = RESISTING MOMENT = 6,458 ft-# 9,706 ft-* FACTOR OF SAFETY : Overturning —> SLIDING CHECK MAX. LATERAL FORCE « 2;106 1.50 • • Max. Lateral Force = 2,106 # > Ht. of Soil to Neglect = 0 in Max. Resis. Force = 4,293 # Passive Pressure = 3,516 # F.S. : Sliding = 2.04 SOIL PRESSURE Eccentricity from CL = > SOIL PRESSURE @ TOE > SOIL PRESSURE @ HEEL TOE DESIGN Friction Pressure 777 1.24 ft Kern Distance « 0.75 ft UN-FACTORED FACTORED 1,902 psf 0 psf 3,234 psf 0 psf Mu' '= Upward Mu' = Downward > % Steel Minimum As : Required As : Provided One Way Shear: Fv = 2*(fc~.5) = Actual Shear / Phi= = 9727.75 ft-# 913.5 ft-# Mu : DESIGN MOMENT = 8814.2 ft-# 0.0012 0.361 in~2/ft 0.361 in~2/ft Rebar Cover d = Thk-Cover •m' = R-u Try- #4 @ 89.44 psi #5 @ 55.95 psi #6 6 6.5 10.5 14.5 3.5 in 8.50 in * 23.53 = 135.55 psi #7 6 19.5 • #8 @ 26.5 " #9 « 33.5 " HEEL DESIGN > Neglect Upward Soil Pressure? Y=l,N=0 —> Mu''= Downward Mu' » Upward > % Steel Minimum As : Required • As : Provided One Way Shear: Fv » 2*(f'c~.5) = Actual Shear / Phi= = 224.173 ft-# 0 ft-# 0.0012 0.007 in~2/ft 0.144 in~2/ft Mu : DESIGN MOMENT Rebar Cover d = Thk-Cover •m' « R-u 224.17 Try: #4 d 16.50 89.44 psi *5 Q 25.50 5.95 psi *6 A 36.50 = 10.00 in ~ 23.53 « 2.49 psi #7 6 50.50 " *8 Q 65.50 ' #9 6 83.50 ' CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 ' JOB NO . -r-Z 7 RETAINING WALL DESIGN > DESCRIPTION :10 FT WALL MVSURCHARGE > DESIGN DATA Soil Bearing Press = Active Fluid Press = * Passive Pressure = Soil Density = > WALL LOADING CONDITIONS Slope of Backfill = (horiz:vert,0=Level ) Surcharge over Toe = 2500 psf FOOTING : 48 pcf Ftg/Soil Friction ' 1125 pcf f'c - Concrete 133 pcf Fy - Reinforcement 0 :l Design Fluid Pressure = (Corrected for Slope) 0 psf Surcharge over Heel = Shall Surcharge be used in Resisting Moment? Y=l, N=0 —> Soil Ht over Toe = Wall Ht above Soil = ADJACENT FOOTING LOAD : Footing Load = Spread Footing ? Y=l , N=0 = —> UNIFORM LOAD (Added )= WALL & FOOTING GEOMETRY > RETAINED HEIGHT (above T .0 .F . ) > Toe Width = Stem Width > Heel Width FOOTING WIDTH = 0 in Axial Load on Stem = 0 ft Load @ Wall Above Soil= Width'of Footing = 1000 plf Ftg. Dist. from Wall = Depth of Bearing Below 0 Soil 3 Rear F.O.W. 0 plf Bottom Above T.O.F. ' =» Top Above T.O.F. = 10 ft > Footing Thickness > Key Depth 4 ft > Key Width 1.33 ft > Toe / Key Dist. 0.5 ft 5.83 ft O.35 2,000 psi 40,000 psi 48.0 pcf 0 psf 0 < — 0 plf 0 psf 1 .25 ft 7 ft 1.5 ft 0 ft 0 ft 15 in 18 in 12 in 3.5 ft - t>IHBJLLJLIY S»UnnHKT SOIL PRESSURE 6 SOIL PRESSURE @ . FACTOR FACTOR • ONE-WAY ONE--WAY TOE HEEL OF SAFETY : OF SAFETY : SHEAR SHEAR AT AT 2,267 psf : = 0 psf Overturning = 1.45 Sliding TOE HEEL SIDE OF SIDE OF 1.65 STEM * < STEM * < < L.5 >= L.5 1 1 » » > > 2,500 = Allow — > Recheck w~ \ OK OK OK CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB -NO, *Equiv soil ht.= (2267+0/2 )/133 = 8.5 ft STABILITY CHECK Therefore, all pass press - -8 .-5*375 = 3196psf > NOTE: Should 1/3 of Active Pressure be used as Vertical Pressure at rear face of stem? Y=l , N ~ 0 » OVERTURNING MOMENT = 12,529 ft~# RESISTING MOMENT = 18,123 ft-# FACTOR OF SAFETY : Overturning ~> SLIDING CHECK MAX. LATE:RAL FORCE = 3,245 * 1.45 < 1.5 : Verify if OK Max. Lateral Force = 3,245 Max. Resis. Force = 5,338 F.S. : Sliding * 1.65 SOIL PRESSURE Eccentricity from CL = > SOIL PRESSURE § TOE > SOIL PRESSURE @ HEEL TOE DESIGN > Ht. of Soil' to-Neglect * 0 'in Passive Pressure =4,254 ft Friction Pressure « 1,085 # 1.71 ft Kern Distance = 0.97 ft UN-FACTORED FACTORED 2,267 psf 0 psf 3,855 psf 0 psf Mu' '= Upward Mu' = Downward % Steel Minimum As : Required As : Provided = 19508.0 ft-# 2030 ft-# = 0.0012 0.531 in~2/ft = 0.531 in"2/ft Mu : DESIGN MOMENT = 17478. ft-# Rebar Cover d = Thk-Cover R-u One Way Shear: Fv = 2*(fc~.5) = Actual Shear / Phi= Try: #4 6 89.44 psi #5 S 65.72 psi #6 6 4.5 7.5 9.5 3.5 in = 11.50 in = 23.53 = 146.84 psi #7 8 13.5 " ^8 © 17.5 " #9 @ 22.5 " HEEL DESIGN > Neglect Upward Soil Pressure? Y=l,N=0 —> Mu''= Downward Mu' * Upward > % Steel Minimum As : Required As : Provided - 275.900 ft-# 0 ft-# = 0.0012 0.007 in~2/ft 0.187 in~2/ft Mu : DESIGN MOMENT = 275.90 ft-* Rebar Cov/er d = Thk-Cover •»' - R-u One Way Shear: Fv = 2*(fc".5) - Actual Shear / Phi= Try: «4 § 12.50 • 89.44 psi #5 § 19.£>0 " 5.72 psi #6 § 28.50 " 2 « 13.00 in = 23.53 = 1.81 psi *7 8 38.50 " #8 @ 50.50 " #9 e 64.50 " CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 <30B NO,--2 f TOP STEM SECTION DESIGN > WALL MATERIAL : CONCRETE = 1, MASONRY 2 *---'» -•••--.- 2 > f'm Masonry = 1,500 > Fs : For Masonry = 20,000 > f'c Concrete = 2,OOO > Fy : For Concrete = 40,000 > Load Factor = 1.00 > Grouting? Y=l N=0 > 1 > Inspected ? Y=l N=0> 0 > Center=l , Edge=2 -> 2 Masonry : Actual Allow, f'm = 221 250 fs * 4,957 20,000 Bond Length Req'd = 26.8 2nd TOP STEM SECTION DESIGN psi > Bottom Ht~.'-above-TOF* = 4.67 ft " psi Loaded Section Height = 5.33 ft psi psi Total Lateral Press. «= 681.81 # Maximum Ms:Service = 1211.3 ft-# (n=20 )WALL THICKNESS > REBAR SIZE REQ'D SPACING psi Rebar Area Supplied psi 'd' for design in Allowable Unit Shear Actual Unit Shear > WALL MATERIAL : CONCRETE = 1, MASONRY = 2 --: —»1 2 "> f'm Masonry = 1,500 psi > Fs : For Masonry = 20,000 psi > f'c Concrete = 3,000 psi > Fy : For Concrete = 60,000 psi > Load Factor = 1.00 > Grouting? Y=l N=0 > 1 > Inspected ? Y=l N=0> 1 > Center=l , Edge=2 -> 2 Masonry : Actual Allow. f'm = 402 500 psi fs = 19,660 20,000 psi Bond Length Req'd = 26.8 in 3rd TOP STEM SECTION DESIGN Bottom Ht. above TOF Loaded Section Height Total Lateral Press. Maximum Ms:Service (n=20)WALL THICKNESS > REBAR SIZE # REQ'D SPACING Rebar Area Supplied = 'd' for design = Allowable Unit Shear = Actual Unit Shear = > WALL MATERIAL : CONCRETE - 1. MASONRY 2 : --» > f'm Masonry = > Fs : For Masonry = > f'c Concrete = > Fy : For Concrete = > Load Factor « > Grouting? Y=l N=0 > > Inspected ? Y=l N=0> > Center=l , Edge=2 -> Masonry : Actual - f'm = 317 fs = 10,401 Bond Length Req'd .« 1,500 psi 20,000 psi 0 psi 0 psi 1.00 ft 1 1 2 Allow. 500 psi 20,000 psi 31.3 in > Bottom Ht. above TOF Loaded Section Height Total Let. Pressure Maximum M:service > WALL THICKNESS > REBAR SIZE REQ'D SPACING Rebar Area Supplied 'd' for design Allowable Unit Shear 8 in 6 8.00 in 0.66 in~2 5.25 in : "42.0 psi 7.5 psi 2 ft ' - 8.00 ft 1743.6 * 4559.8 ft-# 12 in 16.00 in 0-.33 in~2 9.30 in 42.0 psi 12.5 psi 0 ft 10.00 ft 2400 * 8879.2 ft-# 16 in 7 8.00 in 0.90 in"2 13.00 in 42.0 psi \1 u u JOB NO ±± D CONSTRUCTION ENGINEERING CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO ^ RETAINING WALL DESIGN > DESCRIPTION :8 FT P.L. > DESIGN DATA Soil Bearing Press = Active Fluid Press = *Passive Pressure = Soil Density = > WALL LOADING CONDITIONS Slope of Backfill = (horiz=vert,0=Level) Surcharge over Toe = 2500 psf FOOTING : 48 pcf Ftg/Soil Friction 2625 pcf f'c - Concrete 133 pcf Fy - Reinforcement 0.35 = 2.,000 psi = 40,000 psi 0 :1 Design Fluid Pressure = (Corrected for Slope) 0 psf Surcharge over Heel = Shall Surcharge be used in Resisting Moment? Y=L, N=0 —> Soil Ht over Toe = 0 in Wall Ht above Soil = 0 ft ADJACENT FOOTING LOAD : Footing Load = 0 plf Spread Footing ? Y=l , N-0 : —> 0 UNIFORM LOAD (Added )= 0 plf WALL & FOOTING GEOMETRY Axial Load on Stem = Load @ Wall Above Soil= Width of Footing = Ftg. Dist. from Wall = Depth of Bearing Below Soil @ Rear F.O.W. = Bottom Above T.O.F. = Top Above T.O.F. = > RETAINED HEIGHT (above T.O.F. ) > Toe Width Stem Width > Heel Width 8 ft > Footing Thickness > Key Depth 0 ft > Key Width 1.00 ft > Toe / Key Dist. 3.5 ft 48.0 pcf 0 psf 0 < — 0 plf 0 psf 0 ft 0 ft 0 ft 0 ft 0 ft 12 in 0 in 0 in 0 ft FOOTING WIDTH = 4.50 ft - STABILITY SUMMARY SOIL PRESSURE @ SOIL PRESSURE @ FACTOR OF SAFETY FACTOR OF SAFETY TOE HEEL : Overturning = : Sliding = 3,195 psf : 2,500 = Allow 0 psf EXCEEDS ALLOWABLE !! (Check w/Soils Eng) 2.18 >= L.5, —> OK 1.60 >= 1.5, —> OK ONE-WAY SHEAR AT TOE SIDE OF STEM ONE-WAY SHEAR AT HEEL SIDE OF STEM NA > 1 >OK CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO, *Eqv soil ht = 3200+0/2/133 = 12 ft Therefore, all. pass press = STABILITY CHECK 12*375 = 4500 psf > NOTE: Should 1/3 of Active Pressure be used as Vertical Pressure at rear face of stem? Y=l , N = 0 » OVERTURNING MOMENT = 5,832 ft-# RESISTING MOMENT = 12,714 ft-# FACTOR OF SAFETY : Overturning —> SLIDING CHECK MAX. LATERAL FORCE = 1,944 2.18 Max. Lateral Force = 1,944 # Max. Resis. Force = 3,117 tt F.S. : Sliding = 3 .60 SOIL PRESSURE Eccentricity from CL = > Ht . of Soil to Neglect = 0 Passive Pressure = 1 ,313 Friction Pressure = 1,804 in > SOIL PRESSURE @ 1OE > SOIL PRESSURE § HEEL TOE DESIGN 1.04 ft Kern Distance = 0.75 UN-FACTORED FACTORED 4,837 psf ft 3,195 psf 0 psf 0 psf Mu''= Upward Mu' = Downward > % Steel Minimum As : Required As : Provided One Way Shear: Fv = 2*(f'c~.5) NA ft-# NA ft-# = 0.0012 NA in~2/ft NA in~2/ft Mu : DESIGN MOMENT = R-u NA ft-tt Try: #4 @ NA psi #5 @ NA psi #6 @Actual Shear / Phi = HEEL DESIGN > Neglect Upward Soil Pressure? Y=l,N=0 Mu iver = •Cover = = = NA " 47 @ NA " #8 @ NA " 49 @ 3.5 NA NA NA NA NA NA in in psi it ii u Mu' '= Downward Mu' = Upward % Steel Minimum As : Required As : Provided One Way Shear: Fv = 2*(f c~.5) = Actual Shear / Phi= - 10410.0 ft-# 0 ft-# DESIGN MOMENT = 10410. ft-# 0.0012 0.360 in~2/ft 0.360 in"2/ft Rebar Cover d = Thk-Cover 89.44 psi 5.38 psi R-u Try: #4 @ 6.50 «5 @ 10.50 #6 @ 14.50 2 = 10.00 = 23.53 = 115.67 #7 @ 20.50 #8 @ 26.50 49 @ 33.50 in psi CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO TOP STEM SECTION DESIGN > WALL MATERIAL : CONCRETE = 1. MASONRY = 2 : --» > f'm Masonry = 1,500 psi > > Fs = For Masonry = 20,000 psi > f'c Concrete = 2.,000 psi > Fy : For Concrete = 40 .,000 psi > Load Factor = 1 .00 > Grouting? Y=l N=0 > 1 > Inspected ? Y=l N=0> 1 n=20> > Center=l , Edge=2 -> 2 Masonry '• Actual Allow. f'm = 221 250 psi fs = 4,957 20,000 psi Bond Length Req'd = 26.8 in 2nd TOP STEM SECTION DESIGN Bottom Ht. above TOF Loaded Section Height Total Lateral Press. Maximum Ms:Service WALL THICKNESS REBAR SIZE REQ'D SPACING Rebar Area Supplied 'd' for design Allowable Unit Shear Actual Unit Shear > WALL MATERIAL : CONCRETE = 1, MASONRY = 2 : —» > f'm Masonry = 1,500 psi > > Fs : For Masonry = 20.0OO psi > f'c Concrete = 3,000 psi > Fy : For Concrete = 60,000 psi > Load Factor = 1.00 > Grouting? Y=l N=0 > 1 > Inspected ? Y=l N=0> 1 n=20> > Center=l , Edge=2 -> 2 Masonry : Actual f'm - 361 fs = 17,660 Bond Length Req'd = Allow. 500 psi 20,000 psi 26.8 in Bottom Ht. above TOF = Loaded Section Height = Total Lateral Press. = Maximum Ms:Service = WALL THICKNESS REBAR SIZE * REQ'D SPACING Rebar Area Supplied = 'd' for design = Allowable Unit Shear = Actual Unit Shear = 2.67 ft 5.33 ft 681.81' # 1211.3 ft-# 8 in 6 8.00 in 0.66 in~2 5.25 in 42.0 psi 7.5 psi 0 ft 8.00 ft 1536 # 4096 ft-tt 12 in 16.00 in 0.33 in~2 9.30 in 42.0 psi 11.0 psi _D 3) CONSTRUCTION ENGINEERING /o JOB NO . WALL i.1" iprni .t ' '~ // Sfcc. /fc v . riff 12 CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO RETAINING WALL DESIGN > DESCRIPTION :10 FT P.L. > DESIGN DATA Soil Bearing Press = Active Fluid Press = *Passive Pressure = Soil Density = > WALL LOADING CONDITIONS Slope of Backfill = (horiz=vert,0=Level) Surcharge over Toe = 2500 psf FOOTING : 48 pcf Ftg/Soil Friction 3000 pcf f'c - Concrete 133 pcf Fy - Reinforcement 0.35 = 2,000 psi = 40,000 psi 0 =1 Design Fluid Pressure = (Corrected for Slope) 0 psf Surcharge over Heel = Shall Surcharge be used in Resisting Moment? Y=l, N=0 —> Soil Ht over Toe = Wall Ht above Soil = ADJACENT FOOTING LOAD : Footing Load = Spread Footing ? Y=l , N=0 : —> UNIFORM LOAD (Added )= WALL & FOOTING GEOMETRY > RETAINED HEIGHT (above T.0.F. ) > Toe Width Stem Width = > Heel Width FOOTING WIDTH - STABILITY SUMMARY 0 in Axial Load on Stem = 0 ft Load @ Wall Above Soil= Width of Footing = 0 plf Ftg. Dist. from Wall = Depth of Bearing Below 0 Soil @ Rear F.O.W. 0 plf Bottom Above T.O.F. = Top Above T.O.F. = 10 ft > Footing Thickness > Key Depth 0 ft > Key Width 3 .33 ft > Toe / Key Dist. 5 ft 6.33 ft 48.0 pcf 0 psf 0 < — 0 plf 0 psf 0 ft 0 ft 0 ft 0 ft 0 ft 12 in 0 in 0 in 0 ft SOIL PRESSURE @ SOIL PRESSURE @ FACTOR OF SAFETY FACTOR OF SAFETY TOE HEEL : Overturning = : Sliding = 3,096 psf = 2,500 = Allow 0 psf EXCEEDS ALLOWABLE 11 (Check w/Soils Eng) 2.85 >= L.5, —> OK 1.56 >= L.5, —> OK ONE-WAY SHEAR AT TOE SIDE OF STEM ONE-WAY SHEAR AT HEEL SIDE OF STEM NA > 1 >OK CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO.2426 *Eqv soil ht = 3100+0/2/133 = 12 ft Therefore, all. pass press = STABILITY CHECK 12*375 = 4500 psf > NOTE: Should 1/3 of Active Pressure be used as Vertical Pressure at rear face of stem? Y=l , N = 0 » OVERTURNING MOMENT = 10,648 ft-# RESISTING MOMENT = 30,317 ft-# FACTOR OF SAFETY : Overturning —> SLIDING CHECK MAX. LATERAL FORCE = 2,904 2.85 # Max. Lateral Force = 2,904 Max. Resis. Force = 4,540 F.S. : Sliding = L.56 SOIL PRESSURE Eccentricity from CL = > SOIL PRESSURE @ TOE > SOIL PRESSURE Q HEEL TOE DESIGN > Ht. of Soil to Neglect = 0 Passive Pressure = 1,500 Friction Pressure = 3,040 1.09 ft Kern Distance = 1.06 UN-FACTORED FACTORED in ft 3,096 psf 0 psf 4,269 psf 0 psf Mu' '= Upward Mu ' - Downward % Steel Minimum As = Required As : Provided NA ft-# NA ft-# 0.0012 NA in~2/ft NA in~2/ft Mu : DESIGN MOMENT = Rebar Cover = d = Thk-Cover = 'm' = NA ft-# R-u Try: #4 @ #5 @ #6 @ HEEL DESIGN > Neglect Upward Soil Pressure? Y=1,N=0 —> One Way Shear: Fv = 2*(f'c~.5) = Actual Shear / Phi= NA psi NA psi NA NA NA #7 @ 3.5 NA NA NA NA NA NA in in psi Mu ' '= Downward = Mu* = Upward = > % Steel Minimum = As : Required = • As : Provided = . One Way Shear: Fv = 2*(f'c~.5) = Actual Shear / Phi= 25900 ft-# 0 ft-# 0.0012 0.952 irT2/ft 0.952 in"2/ft Mu DESIGN MOMENT = 25900 ft-# Rebar Cover d = Thk-Cover 'm' = R-u Try: #4 @ 2.50 89.44 psi #5 Q 3.50 18.76 psi tt6 Q 5.50 = 2 = 10.00 = 23.53 = 287.78 #7 @ 7.50 #8 @ 9.50 #9 @ 12.50 in psi CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO TOP STEM SECTION DESIGN • WALL MATERIAL : CONCRETE = 1, MASONRY =2 : —» f'm Masonry = 1,500 psi > Fs : For Masonry = 20,000 psi f'c Concrete = 2,000 psi Fy : For Concrete = 40,000 psi Load Factor = 1.00 Grouting? Y=l N=0 > 1 Inspected ? Y=l N=0> 1 n=20> Center=l , Edge=2 -> 2 Masonry : Actual f'm = 221 fs = 4,957 Bond Length Req'd = Allow. 250 psi 20 ,000 psi 26.8 in Bottom Ht. above TOF Loaded Section Height Total Lateral Press. Maximum Ms:Service WALL THICKNESS REBAR SIZE REQ'D SPACING Rebar Area Supplied 'd' for design Allowable Unit Shear Actual Unit Shear 2nd TOP STEM SECTION DESIGN 4.67 ft 5.33 ft = 681.81 # = 1211.3 ft-* = Sin * 6 = 8.00 in 0.66 in~2 5.25 in = 42.0 psi = 7.5 psi WALL MATERIAL = CONCRETE = 1, MASONRY = 2 : --» f'm Masonry = 1,500 psi > Fs : For Masonry = 20,000 psi f'c Concrete = 3,000 psi Fy : For Concrete = 60,000 psi Load Factor = Grouting? Y=l N=0 > Inspected ? Y=l N=0> Center=l , Edge=2 -> 1 .00 1 1 n=20> 2 Masonry : Actual f'm = 361 fs = 17,660 Bond Length Req'd = Allow. 500 psi 20,000 psi 26.8 in 3rd TOP STEM SECTION DESIGN Bottom Ht. above TOF Loaded Section Height Total Lateral Press. Maximum Ms:Service WALL THICKNESS REBAR SIZE REQ'D SPACING Rebar Area Supplied 'd' for design Allowable Unit Shear Actual Unit. Shear 2 ft 8.00 ft 1536 * 4096 ft- 12 in = 16.00 in 0.33 in"; 9.30 in = 42.0 psi 11 .0 psi WALL MATERIAL CONCRETE = 1 , MASONRY = 2 — » > f'm Masonry = 1,500 > Fs : For Masonry = 20,000 > f'c Concrete = 0 > Fy : For Concrete = 0 > Load Factor = 1.00 > Grouting? Y=l N=0 > 1 > Inspected ? Y=l N=0> 1 > Center=l , Edge=2 -> 2 Masonry : Actual Allow f'm = 365 500 fs = 18,107 20,000 Bond Length Req'd = 31.3 psi psi psi psi > Bottom Ht. above TOF = Loaded Section Height = Total Lat. Pressure = Maximum M:service = n=20> WALL THICKNESS > REBAR SIZE # REQ'D SPACING psi Rebar Area Supplied = psi 'd' for design = in Allowable Unit Shear = 0 ft 10.00 ft 2400 # 8000 ft-* 16 in 16.00 in 0.45 in"2 13.00 in 42.0 psi JOB NO ~- /•£ CONSTRUCTION ENGINEERING 12 f^ IA/AU /A/*/* "&f(J /M* CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO. RETAINING WALL DESIGN > DESCRIPTION =12 FT P.L. > DESIGN DATA Soil Bearing Press = Active Fluid Press = ^Passive Pressure = Soil Density = > WALL LOADING CONDITIONS Slope of Backfill = (horiz:vert,0=Level) Surcharge over Toe = 2500 psf FOOTING : 48 pcf Ftg/Soil Friction 4000 pcf f'c - Concrete 133 pcf Fy - Reinforcement 0.35 = 2,000 psi = 40,000 psi 0 :1 Design Fluid Pressure = (Corrected for Slope) 0 psf Surcharge over Heel = Shall Surcharge be used in Resisting Moment? Y=l, N=0 —> Soil Ht over Toe = Wall Ht above Soil = ADJACENT FOOTING LOAD : Footing Load = Spread Footing ? Y=l , N=0 = —> UNIFORM LOAD (Added )= WALL & FOOTING GEOMETRY > RETAINED HEIGHT (above T .0 .F. ) > Toe Width Stem Width = > Heel Width FOOTING WIDTH - STABILITY SUMMARY 0 in Axial Load on Stem = 0 ft Load @ Wall Above Soil= Width of Footing = 0 plf Ftg. Dist. from Wall = Depth of Bearing Below 0 Soil @ Rear F.O.W. 0 plf Bottom Above T.O.F. = Top Above f.O.F. = 12 ft > Footing Thickness > Key Depth 0 ft > Key Width 1.33 ft > Toe / Key Dist. 6 ft 7.33 ft 48.0 pcf 0 psf 0 < — 0 plf 0 psf 0 ft 0 ft 0 ft 0 ft 0 ft 18 in 0 in 0 in 0 ft SOIL PRESSURE @ SOIL PRESSURE @ FACTOR OF SAFETY FACTOR OF SAFETY TOE HEEL : Overturning = ' Sliding = 4,266 psf : 2,500 = Allow 0 psf EXCEEDS ALLOWABLE !1 (Check w/Soils Eng) 2.55 >= 1.5, —> OK 2.04 >= 1.5, —> OK ONE-WAY SHEAR AT TOE SIDE OF STEM ONE-WAY SHEAR AT HEEL SIDE OF STEM NA > 1 >OK CONSTRUCTION ENGINEERING 4441 VOLTAIRE ST. SAN DIEGO,CA. 92107 619 223 1401 JOB NO ZZ ' 40 *Eqv soil ht = 4300+0/2/133 = 16 ft Therefore, all. pass press = STABILITY CHECK 16*375 = 6000 psf > NOTE: Should 1/3 of Active Pressure be used as Vertical Pressure at rear face of stem? Y=l , N = 0 » 1 OVERTURNING MOMENT = 19,683 ft-# RESISTING MOMENT * 50,204 ft-# FACTOR OF SAFETY : Overturning —> SLIDING CHECK MAX. LATERAL FORCE = 4,374 2.55 # Max. Lateral Force = 4,374 # Max. Resis. Force = 8,914 # F.S. : Sliding = 2.04 SOIL PRESSURE Eccentricity from CL = > Ht. of Soil to Neglect = 0 Passive Pressure = 4,500 Friction Pressure = 4,414 in 1.47 ft Kern Distance = 1.22 UN-FACTORED FACTORED ft > SOIL PRESSURE @ TOE > SOIL PRESSURE @ HEEL TOE DESIGN 4,266 psf 0 psf 5,992 psf 0 psf Mu ' "=* Upward = Mu ' = Downward = % Steel Minimum = As : Required = As : Provided = One Way Shear: Fv = 2*(f'c~.5) - Actual Shear / Phi= NA ft-# Mu NA ft-# DESIGN MOMENT =NA ft-# 0.0012 d = NA in~2/ft 'm' NA in~2/ft R-u Try: #4 @ NA psi #5 @ NA psi #6 @ >ver = Cover = = = NA " #7 @ NA " #8 @ NA " #9 @ 3.5 NA NA NA NA NA NA in in psi ii ti ii HEEL DESIGN > Neglect Upward Soil Pressure? Y=l,N=0 —> Mu' '= Downward Mu' = Upward > % Steel Minimum As : Required ' As : Provided » One Way Shear: Fv = 2*(f'c~.5) = Actual Shear / Phi= = 45889.2 ft-# 0 ft-# Mu DESIGN MOMENT = 45889. ft-# 0.0012 1.020 in^2/ft 1.020 in"2/ft Rebar Cov/er d = Thk-Cover 'm' = R-u Try: ^4 @ 2.50 89.44 psi #5 @ 3.50 16.77 psi #6 @ 5.50 = 16.00 = 23.53 = 199.17 #7 @ 7.50 #8 @ 9.50 #9 Q 11 .50 in psi CONSTRUCTION ENGINEER ENG 4441 VOLTAIRE ST. SAN DIEGO, CA. 92107 619 223 1401 JOB NO.-41 TOP STEM SECTION DESIGN WALL MATERIAL CONCRETE = 1, MASONRY =2 = —» f'm Masonry = 1,500 psi > Fs = For Masonry = 20,000 psi f'c Concrete = 2,000 psi Fy : For Concrete = 40,000 psi Load Factor = L.00 Grouting? Y=l N=0 > 1 Inspected ? Y=l N=0> 1 n=20> Center=l , Edge=2 -> 2 Masonry : Actual f'm = 221 fs = 4,957 Bond Length Req'd = Allow. 250 psi 20,000 psi 26.8 in Bottom Ht. above TOF = Loaded Section Height = Total Lateral Press. = Maximum Ms:Service = WALL THICKNESS REBAR SIZE # REQ'D SPACING Rebar Area Supplied = 'd' for design = Allowable Unit Shear = Actual Unit Shear = 6.67 ft 5.33 ft 681.81 # 1211 .3 ft-# 8 in 6 8.00 in 0.66 in~2 5.25 in 42.0 psi 7.5 psi 2nd TOP STEM SECTION DESLGN WALL MATERIAL CONCRETE 1, MASONRY = 2 : — » f'm Masonry = 1,500 psi > Fs = For Masonry = 20,000 psi f'c Concrete = 3,000 psi Fy : For Concrete = 60,000 psi Load Factor = 1.00 Grouting? Y=l N=0 > 1 Inspected ? Y=l N=0> 1 Center=l , Edge=2 -> 2 Bottom Ht. above TOF Loaded Section Height Total Lateral Press. Maximum Ms:Service n=20> WALL THICKNESS Masonry : Actual f'm = 411 fs = 16,756 Bond Length Req'd = A Llow. 500 psi 20,000 psi 31.3 in REBAR SIZE REQ'D SPACING Rebar Area Supplied 'd" for design Allowable Unit Shear Actual Unit Shear 3rd TOP STEM SECTION DESIGN 3.33 ft 8.67 ft 1804.0 # 5213.7 ft-# 12 in 16.00 in 0.45 in~2 9.30 in 42.0 psi 13.0 psi WALL MATERIAL CONCRETE = 1, MASONRY — » > f'm Masonry = > Fs : For Masonry = > f'c Concrete = > Fy : For Concrete = > Load Factor = > Grouting? Y=l N=0 > > Inspected ? Y=l N=0> > Center=l , Edge=2 -> .Masonry -" Actual f'm = 494 fs = 16,193 Bond Length Req'd = 1 20 ,500 ,000 0 0 L.OO 1 1 2 psi > psi psi psi n=20> Bottom Ht. above TOF = Loaded Section Height = Total Lat . Pressure = Maximum M=service = WALL THICKNESS 0 12.00 3456 13824 16 ft ft # ft in A Llow 500 20,000 31 .3 psi psi in REBAR SIZE REQ'D SPACING Rebar Area Supplied 'd' for design # 7 = 8.00 in 0.90 in~2 = 13.00 in Allowable Unit Shear = 42.0 psi