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Home My WebLink About1950 CAMINO VIDA ROBLE; ; CB960027; PermitProject No Development, No BUILDING PERMIT Permit No 01/22/96 15:49 Page 1 of 1 Job Address: 1950 CAMINO VIDA ROBLE Suite: =:-,-,_. /,, /7, --,. ,,, Permit Type: RETAINING WALL —.-.*--, __, Parcel No: 212-093-12-00 Lot#: 33 34 Valuation: 47,655 Construction Type Occupancy Group: Referenced: Status Description: 3530 SF RETAINING WALL Appl/Ownr : SHER, CHARLIE 990 HIGHLAND DRIVE#202 SOLANA BEACH, CA. 9207 *** Fees Required *** Fees : Adjustments: Total Fees: Fee description Building Permit Plan Check Strong Motion Fee * BUILDING TOTAL Applied Apr/Issue Entered By CB960027 A960U058 VN ISSUED 01/05/96 01/22/96 MDP 619 792-8800 ted & Credits * * . 00 261.00 407. 00 Ext fee Data 402. 00 261 .00 5.00 668. 00 CITY OF CARLSBAD 2075 Us Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 PERMIT APPLICATIONCity of Carlsbad Building DepartmentZ075 Las PaUra Dr., Carlsbad, CA 92009 (619) 438-11611. PERMIT TYPEFrom List 1 (see back) give code of Permit-Type:For Residential Projects Only: From list 2 (see back) giveCode of Structure-Type:Net Loss/Gain of Dwelling Units2, PROJECT INFORMATION PLAN CHECK NO.PLANCK DEPOSIT,VALID. BY_DATE FOR OFFICE USE ONLYAddress Nearest Building or Suite No. ss Street LEGAL DESCRIPTION Lot No.Subdivision Name/Number Unit No.Phase No. CHECK BELOW IF SUBMITTED: D 2 Energy Calcs [ft2 Structural Calcs D 2 Soils Report D1 Addressed Envelope ASSESSOR'S PARGET.; USE .PRQPOSEELUSE # OF STORIES OF BEDROOMS OF BATHROOMS 3. UJNIAL.I rtttttiun (.11 dmerent trom applicant; NAME (last name first)f*A<>r CITY STATE ADDRESS ZIP CODE DAY TELEPHONE 4. APPIICAN 1 LJ CON FRAC 1UR LJ AGLN t MM CON 1 HACTOK NAME (last name first) .Li.6 S ADDRESS OWNER U AbLN 1 FOH OWNER cfcwd Dv I*" CITY STATE ZIP CODE DAY TELEPHONE 63 f ? 5. PROPERTY OWNER _. ^ ^NAME (last name first)£ft*t3C>frl> STATE Z1P CODE DAY TELEPHONE_. " NAME (last name first)fc£lJ[?JEN CITY STATE O* ZIP CODE STATE LIC. #67/069 LICENSE CLASS O ADDRESS PO DAY TELEPHONE fa] ? — CITY BUSINESS L1C. # /.S.O C3 _. . _orkers' Compensation Declaration: hereby affirm that! have a certificate ot consent to se -insure issued Dy the Director o 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 pertormance of the worlc for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE 8. OWNER-BUILDER DECLARATION Owner-Builder Declaration: I nereoy attirra mat 1 am exempt trom tne Qjanlractors License Law tor tne lollowmg reason: D 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 does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale.). P£ I, 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 thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). n I am exempt under Section Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). SIGNATURE (* QJi \ Jt 0 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 2S534 of the Presley-Tanner Hazardous Substance Account Act? D YES ff NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES QhNO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? O YES rjsNO IF ANY OF THE ANSWERS ARE YES, A RNAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER mYl, 1989 WIESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE Am POLLUTION CONTROL DISTRICT. 9. CONSTRUCTION LADING AUENCY I hereby attirm that there ts a construction lending agency tor ihtTpertormance ol ttie worfc lor which this permit is issuetTtSec 3o9?U) Civil Code). LENDER'S NAME LENDER'S ADDRESS ID. APPLICANT Tcertiry that I nave read the application and state that the above information is correct. 1 agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned^ propertyfor inspection purposes. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. 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 commenced within 365 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 commenced for a period of 180 days (Section 303(d) Uniform BuildingCode). APPLICANTS SIGNATURE /~ . I / Q DATE: /-5*- *f/^\ AJL WHITE: FFile YELLOW: Applicant PINK: Finance 01/11/97 INSPECTION HISTORY LISTING FOR PERMIT* CB960027 DATE INSPECTION TYPE 04/22/96 Retaining Walls 04/22/96 Retaining Walls 04/19/96 Grout 04/19/96 Grout 04/18/96 Grout 04/18/96 Grout 04/16/96 Ftg/Foundation/Piers 04/16/96 Ftg/Foundation/Piers 04/15/96 Footing 04/15/96 Footing 04/11/96 Footing 04/11/96 Footing 04/04/96 Grout 04/04/96 Grout 04/02/96 Footing 04/02/96 Footing 03/27/96 Footing 03/27/96 Footing 03/26/96 Footing 03/26/96 Footing 03/22/96 Footing 03/22/96 Footing INSP ACT COMMENTS RI RI RS/BILL/431-9788 PY AP OK TO GROUT SOUTH WALL RI RI MW/BILL/431-9788 PK AP 2ND LIFT/EAST WALLS RI RI MW/BILL/431-9788 PY CA RI RI BJN/BILL/431-9788 PY AP OK TO GROUT & POUR STEM RI RI BJN/BILL/431-9788 PY NR NO ONE THERE/4:05 PM RI RI BJN/BILL/ TP NR RI RI MW/BILL/AM PLEASE TP AP 1ST LIFT 12&8" WALLS RI RI MW/BILL/431-9788/AM PLS PY PA NORTHEAST SIDE RI RI MW/BILL/431-9788 PY AP SOUTH SIDE WALLS/UPPERS LOWER RI RI MW/BILL/431-9788 TP CO NOT COMPLETE/ENG REV RI RI MW/BILL/431-9788 PK CO DETAILED INCORRECTLY HIT <RETURN> TO CONTINUE... International Conference of Building Officials GREG W GIFFORD CERTIFIED SPECIAL INSPECTOR STRUCTURAL MASONRY 1994 EDITION - UNIFORM BUILDING CODE The individual named hereon is CERTIFIED In the category shown, having been so certified pursuant to successful completion of the prescribed written examination. A Expiration date: November 18, 19S&/ /I J / No. 88479 _J_ZOyyl ' "' ' ^ * ~Not valia ur— —Jfss signed ICBO certification attests to competent kfYovmstandards. Applicable experience should bejurisdictions. Bolder. _ of codes andverified by local International Conference of Building Officials GREG W GIFFORD CERTIFIED SPECIAL INSPECTOR REINFORCED CONCRETE 1994 EDITIONS - UBC & ASTM STANDARDS The individual named hereon is CERTIFIED in the category shown, having been so certified pursuant to successful completion of the prescribed written examination.. Expiration date: July 15*1998 » J t I / No. 84466 .jXnfr* ^TliAA^q Not valid unless signed (t^certifitfate holder. ICBO certification attests to competent knowledge of codes and standards. Applicable experience should be verified by localjurisdictions. International Conference of Building Officials GREO W GIFFORD BUILDING INSPECTOR 1991 EDITION - UNIFORM BUILDING CODE The individual named hereon is CERTIFIED in the category shown, haying been so certified pursuant to successful completion of the prescribed written examination. Expiration date: Notwntw 19, 4M7 No. 75721 _ JtnfrA i (Hi ICBO certification standards. Not valid attest* to nlesa signpp by certificate holder, competer* knowledge of code* and -I International Conference of Building Officials International Association of Plumbing and Mechanical Officials - 5: v vyjora 189tSff,7l2*ll«l«IW*>r assKssSSBsa..crr.r.r'-'^2?5"" No 096219 untess sigfvcertificate holder International Conference of Building Officials GREG W GIFFORD CERTIFIED SPECIAL INSPECTOR STRUCTURAL STEEL AND WELDING 1994 EDITION - UNIFORM BUILDING CODE The individual named hereon is CERTIFIED in the category shown, having been so certified pursuant to successful completion of the prescribed written examination. Expiration date: September 16,^1998, 1 No. 86314 . >(*icq V(, HLM-^.VNot valid uoless signefT|by certificate holder. ICBO certification attests to competent knowledge of codes and standards. Applicable experience should he verified by tocel jurisdictions. EsGil Corporation Professional'Pfan Review 'Engineers DATE: 1/17/96 O^PPklCANT XQ JURIS. a FIRE JURISDICTION: Carlsbad ^-a-PtKN REVIEWER Q FILE PLAN CHECK NO.: 96-27 SET: I PROJECT ADDRESS: 195O Camino Vida Roble PROJECT NAME: Retaining Walls 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 deficiencies identified in the attached list 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 Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) Telephone #: REMARKS: By: David Yao Enclosures: Esgil Corporation n CM n GP n PC 1/9 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (619)560-1468 4 Fax (619) 560-1576 Carlsbad 96-27 I 1/17/96 1. Provide a statement on the Title Sheet of the plans that this project shall comply with the 1994 UBC. 2. Specify on the foundation plan the design bearing capacity of the foundation. Section 1804.3.(2250psf) 3. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a)The building pad was prepared in accordance with the soils report, b)The utility trenches have been properly backfilled and compacted, and c)The foundation excavations comply with the intent of the soils report." 4. Where special inspection is required for masonry, note on the plans that prism tests shall be performed in accordance with Section 2105.3. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please attach 3 sheets of the calculation to the site plan as the plan for the retaining wall. If you have any questions regarding these items, please contact David Yao of Esgil Corporation at (619) 560-1468. Thank you. VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PU\N CHECK NO.: 96-27 PREPARED BY: David Yao DATE: 1/17/96 BUILDING ADDRESS: 1950 Camino Vida Roble BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION 1 BUILDING AREA I (sq. ft.) retaining wall Air Conditioning Fire Sprinklers TOTAL VALUE 3530 VALUATION 1 VALUE MULTIPLIER | ($) per permit application 47,655.00 UBC Building Permit Fee: UBC Plan Check Fee: Comments: $ 395.00 $ 256.75 Sheet 1 of 1 valuefee.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (619)560-1468 + Fax (619) 560-1576 City of Carlsbad Engineering Department DATE: - BUILDING PLANCHECK CHECKLIST PLANCHiCK NO. BUILDING ADDRESS: / PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER:EST. VALUE. /APPROVAL Kern you haw submitted for review has been approved The approval la baaad on plane, information and/or spaciflcations providad in you sutxnrttal; therefore any changes to these Hems after this data, including flaw modiflcationa, most oa raviawad by this office to insure continued conformance with applicable codas. Please review carefully all comments attached, as failure to comply with instructions In this report can rasuM in suspension of permit to build. CJ A Right-of-Way permit is required prior to construction of the following improvements: ENGINEERING DEPARTMENT DENIAL Please see the attached report of deficiencies marked with O Make necessary corrections to plane or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By..Date: By:Date: By:.Date: ATTACHMENTS D Dedication D Dedication LJ Improvement Appfcattoo LJ Improvement ChackNat LJ Future Improvement Agreement O Grading Permit Application D Grading Submttal Checklist D Right of Way Parmt Appfcation D Right of Way Pern* Submittal Checklist and Information Sheet LJ Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON o NAMg-yV 'ctty'ofCartsbad ADDRESS: 2075 ' •• Palmes Dr.. Carlsbad. CA 92009 PHONE 438-1161. Ext A-4 REV 06/11/«4 2O75 Las Palmas Dr. • Carlsbad, CA 92OO9-1576 • (619) 438-1161 • FAX (619) 436-0894 BUILDING PLANCHECK CHECKUST SITEPUUt ED D 1. Provide • fully dimensioned site plan drawn to scale. Show: m/a A. North Arrow D. Property Lines Easements B. Existing & Proposed Structures E. Easements C. Existing Street Improvements F. Right-of-Way Width & Adjacent Streets D 2. Show on site plan: A. Drainage Patterns C. Existing Topography B. Existing & Proposed Slopes $Z D D 3. Include note: "Surface water to be directed away from the building foundation at a 2% gradient for no less than 5* or 2/3 the distance to the property line (whichever is less).' [Per 1985 UBC 2907(d)5]. On graded sttes, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 Inches plus two percent" (per 1990 UBC 2907(d)5.). D D 4. Include on title sheet A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/Industrial buildings and tenant Improvement projects, indude: Total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION ft\DOCs\CHKLSTMPoooi.niM Pag* 1 of 4 BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE D D D 5. Project does not comply with the following Engineering Conditions of approval for Project No. ; Conditions were complied with by: Date: DEDICATION REQUIREMENTS D D D 6. Dedication for all street Rtghts-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ -pursuant to Code Section 18.40.030. Dedication required as follows: Attached please find an application form and submfttal checklist for the dedication process. Provide the completed application form and the requirements on the checklist at the time of resubmittal. Dedication completed by Date: IMPROVEMENT REQUIREMENTS D D O 7a. All needed public Improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ -pursuant to Code Section 18.40.040. Public improvements required as follows: Please have a registered CM Engineer prepare appropriate improvement plans and submtt them together with the requirements on the attached checklist for a separate planchack process through the Engineering Department Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of permit Attached please find an application form and submfttaJ checklist for the public improvements requirements. Provide the completed application form and the requirements on the checklist at the time of resubmittal. Improvement Plans signed bv: Date: ft\OOCS\CHKUT\BPOOm.FW Pagt2Qf4 MVM/11/M BUILDING PLANCHECK CHECKUST /3rd^/ ET D lU 9. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, trees, driveways, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required /Z/97U7 ( ^K (tt ILL red for A separate Right-of-Way permit issued by the Engineering Department is required for the following: 10. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. 11. INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Permit Industrial waste permit accepted by: Date: P^DOCS\CHKLST\BP0001.mi Pap4of4 RCVM/11/M Plan Check No. Planner PLANNING CHECKLIST 2-7 Address 1 4 JO /j//U Phone 438-1161 ext. « « *>WWW• • a000 (Name) APN: Type of Project and Use Zone P ^ Facilities Management Zone CFD (4nfoutT) # 566 S S i a property in, complete SPECIAL TAX CALCULATION WORKSHEET provided by Building Department.) Item Complete Item Incomplete - Needs your action 1, 2, 3 Number in circle indicates plancheck number where deficiency was identified Environmental Review Required: YES NO ^ TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval Discretionary Action Required: YES NO TYPE APPROVAL/RESO. NO. DATE: PROJECT NO. OTHER RELATED CASES: Compliance with conditions of approval? Ifnot, state conditions which/ require action Conditions of Approval n J£ /t o,k U/D D California Coastal Commission Permit Required: YES NO X. DATE OF APPROVAL: _^___ San Diego Coast District, 3111 Camino Del Rio North, Suite 200, San Diego, CA. 92108-1725 (619) 521-8036 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval Indusionary Housing Fee required: YES NO xC (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Site Plan: D D D Zoning: 1. Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensioned setbacks and existing topographical lines. 2. Provide legal description of property, and assessor's parcel number. 1. Setbacks: L> V* . ' O^D crnn CTDD DDD -p$- Front: ' /} A Int. Side: ?^J1^ Street Side: -^S^^ Rear: 2. Lot coverage: 3. Height: 4. Parking: Additional Comments Required Required Required Required Required Required Spaces Required Guest Spaces Required Shown Shown Shown Shown Shown Shown Shown Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE / PLNOCFRM CARLSBAD AIRPORT CENTER LOT 33/34 SITE RETAINING WALLS SUBJECT:SHEET NO: DETAIL & SPECIFICATIONS 1 - 2 BASIS OF DESIGN 3 WALL CALCULATIONS 4 - 19 STRUCTURAL CALCULATIONS Itfl ENGINEERING, INC. Consulting Structural Engineers 11545 W. Bernardo Court, Suite 300 San Diego, CA 92127 (619) 673-8416 (619) 673-8418 FAX Job NO.C95-111 CO 1 By: CR Check By: Date: 11/16/95 c:\calc\c95-lll BY_ R2H Engineering, Inc. PROJECT SUBJECT. JOB NO. DATE — R2H Engineering, Inc. BY_ PRfllFfiT £TTg U>T JOB NO HATF SHEET-OF REINFORCEMENT: Intermediate grade, hard grade, or rail steel deformation shall conform to ASTMA615, A616, A617. BarsshalUap40 diameters, where spliced, unless otherwise shown on the plans. Bends shall conform to the Manual of Standard Practice, A.C.L Backing for hooks is four diameters. All bar embedments are clear distances to outside of bar. Spacing for parallel bars is center to center of bars. MASONRY: All reinforced masonry retaining walls shall be constructed of regular or light weight standard units conforming to the •'Standard Specifications for Public Works Construction" and ASTM C90-90. JOINTS: Vertical control joints shall be placed at 32 foot intervals maximum. Joints shall be designed to resist shear and other lateral forces while permitting longitudal movement Vertical expansion joints shall be placed at 96 foot intervals mmnmni CONCRETE: Footing concrete shall be 480-C-2000, using B aggregate when placing conditions permit. BACKFILL: Backfill material shall be select backfill material specified by the project soils engineer. No backfill material shall be placed against masonry retaining walls until grout has reached design strength or until grout has cured for a minimum of 28 days. Compaction of backfill material by jetting or ponding with water will not be permitted. Each layer of backfill shall be moistened as directed by the Engineer and thoroughly tamped, rolled or otherwise compacted until the relative compaction is as specified by the project soils engineer. INSPECTION: Call for inspections as follows: A. When the footing has been formed, with the steel tied securely in final position, and is ready for the concrete to be placed. B. Where clean out holes are not provided: (1) After the blocks have been laid up to a height of 4', or full height for walls up to 5', with steel in place but before the grout is poured, and... C. (2) After the first lift is properly grouted, the blocks have been laid up to the top of the wall with the steel tied securely in place but before the upper lift is grouted. Where clean out holes are provided: After the blocks have been laid up to the top of the wall, with the steel tied securely in place, but before grouting. After grouting is complete and after rock or nibble wall drains are in place but before earth backfill is placed. D. Final inspection when all work has been completed. CONCRETE GROUT AND MORTAR MIXES: Concrete grout shall attain a minimum compressive strength of 2,000 psi in 28 days and mortar shall attain 1,300 psi in 28 days. All cells shall be filled with grout Rod or vibrate grout within 10 minutes of pouring to insure consolidation. Bring grout to a point 2" from the top of masonry units when grouting of second lift is to be continued at another time. WALL DRAINS: Wall drains shall be provided in accordance with the project soils engineer. SOIL: All footings shall extend at least 13 inches into undisturbed natural soil or approved compacted fill Soil should be dampened as directed by the project soils engineer prior to placing concrete in footings. R2H Engineering, Inc. JOB NO BY ^- _ gllRIFnT^gl-rg-geTAlrlKr lA.U^> _ SHEET _ OF PROJECT l^T -??=&/?&-- DATE H"'gl' MAV -Z-Z&O p*?F /^EEV^fc S^| /^ Ufl^ \u/ ' i R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1SITE RETAINING HALLS Date: 11/16/95 Page: CANTILEVERED RETAINING WALL DESIGN SITE RETAINING HALL 3.67 FT. HEIGHT HALL & FOOTING DATA Retained Height = 3.67 ft Hall Ht. above Soil = 0.00ft Toe Hidth = n.l7!t Heel Width = 2.83ft Total Footing Hidth = 3.00ft Footing Thickness = 12.00 in Key Depth = 8.00 in Key Hidth = 12.00 in Toe to Key Dist. = **1.00 ft SLIDIHG CHECKPtg/Soil Friction = 0.30 Soil to Neglect = 0.00 in Lateral Pressure = 545 \ - Passive Pressure = 352 i - Friction = 513 I Add'l Force Required = 0.0 i SOMHASY Pressure i Toe Pressure s Heel Allowable Press. Ecc. of resultant Max. Shear i Toe Max. Shear @ Heel Allow. ?tg Shear Factors of Safety: Overturning Sliding VERTICAL LOADS Axial DL on Sten = 0 plf Axial DL on Stem = 0 plf ....Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psfNote: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = Active Lateral = Max Press. =Slope Press. Backfill Slope Passive Press. LATERAL LOADS Soil Density Soil Ht over Toe 2250 psf 50. Opcf 0 pcf Opcf 0 :1 Opcf Opcf 0 0 150 1106.00 in Lateral Load Acting on Stem Above Soil = 0.00 psf Add'l Lateral Load -- 0.00 plf Dist to Load Start = 0.00ft Dist to Load End = 0.00 ft ADJACENT FOOTING Vertical Load = 0.0ft Load Eccentricity = 0.00 in Footing Hidth = 0.00 ft Ptg. CL to Hall = 0.00ft Vert. Position of Ptg. ...Above/Below:[+/-] = 0.0 ft Spread Footing ? No Soil Press. Mult By ACI Eq 9-1 2250 psf Mu-Dpward 5.23 in Mu-Downward psi Mu-Design One-Hay Shear: Actual _- Allowable (3.22 :1 Cover over RebarL1 1065.8 psf 73.5 psf O.i -4.27 psi 76.03 psi Origin of Force... Active Soil Press. = Soil over Heel = Soil over Toe = Sloped Soil i Heel Adjacent Ftg. Load = Surcharge Over Heel = Surcharge over Toe = Axial Load on Hall = Load a Proj. Hall =Averaged Stem His. =Added Lateral Load =Footing Height =Key HeiqhtVertical Component of Active Pressure Totals 3.22 1.59 :1 'd' Ru = Mu/bd"2 SUMMARY OF FORCES Overturning Moients * ft ft-* Toe 1492 20 4 16 0.0 76.03.50 8.500.3ft uniimfi Heel 103 psf 1026 ft-ft 1819 ft-i -793 ft-ft 4.3 psi 76.0 psi 2.50 in 9. 50 in 9. 8 psi f'c Fy Mm. AsOmit SP ft 4 fti 5 8ft 68ft 78 1 8 ft I 91 Percent Under Heel Toe 19.61 30.39 43.14 48.0048.0048.00 ? Heel ' 17.54 27.19 38.60 48.00 48.0048,00 2000 psi 40000 psi 0.0012 No in o/c in o/c in o/c in o/c in o/cin o/c Resisting Moients ft ft-i 545.2 0 -56.3 0 0.0 0 0.0 1.56 0 0.50 0 0.00 0 0.00 848.7 0 -28.1 0 0.0 0 0.0 0874.5 9.2 0.0 0.0 0.0 0.0 0 1.92 0.080.000.00 0.00 0.00 01676.4 0.8 0.0 0.0 0.0 0.0 0 0.0 0 0.0 0 0 489.0 0 0.0 0 0.0 0 0 0.0 0 275.3 0 450.0 100.0 0.50 0 1.50 1.50 137.7 0 675.0 150.0 0.0 Resisting Totals Used For Soil Pressure(Vert. Component of Active Pressure Removed) 820.6ft-| 1709.01 1709.01 2639.8 ft-| 2639.8 ft-| {continued on next page. V4.4B (c) 1983-95 SNERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITS RETAINING HALLS Date: 11/16/95 Page: CANTILEVERED RETAINING WALL DESIGN SITE RETAINING HALL 3.67 FT. HEIGHT ( continued) STEM SUMMARY Top Sten: From 0.00 ft to Top of Rail B.OOin Masonry w/ | 4 @ 24.00in, d= 5.25in fli= 1500.Opsi, Ps= 24000.Opsi LDP= 1.00, n= 25.78 Solid Grouted Hall Ht.= 75.00psf; Bar Enbe(i= 6.0in Hactual = 410.9 ^ 776.1ft-t Vactual = 3.62 <= I9.36psi Interaction Value = 0.529 V4.4B (c) 1983-95 EHBRCALC R2H ENGINEERING, KN060291 £2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITE RETAINING HALLS Date: 11/16/95 Page: CANTILEVERED RETAINING WALL DESIGN SITE RETAINING HALL 3.67 FT. HEIGHT Ul/ HALL & FOOTING DATA Retained Height = Hall Ht. above Soil Toe Hidth Heel Hidth Total Footing Hidth = Footing Thickness = Key Depth = Key Hidth Toe to Key Dist. = SLIDING CHECK Ftg/Soil Friction = Soil to Neglect Lateral Pressure - Passive Pressure- Friction Add'l Force Required = SUMMARY Pressure % Toe = Pressure 3 Heel Allowable Press. = Sec. of resultant Max. Shear 8 Toe = Max. Shear e Heel Allow. Ftq Shear Factors of Safety:Overturning =Sliding = VERTICAL LOADS 3.67 ft Axial DL on Stem0.00 ft Axial DL on Stem "0.17ft ....Eccentricity 2.83 ft Surcharge over Toe = 3.00 ft Surcharge over Heel = 12.00 in Note: Toe Surcharge Resists 8.00 in Note: Heel Surcharge Resists J2.00in SOIL DATA1.00 ft Allowable Bearing Active Lateral = 0.40 Max Press. = 0.00 in Slope Press. = 882 f Backfill Slope 469 f Passive Press. =684 S Soil Density 0.0 f Soil Ht over Toe Oplf Oplf 0.00 in 0.0 psf 0.0 psf Overturning Overturning LATERAL LOADS Lateral Load Acting on Stem Above Soil = 0.00 psf Add'l Lateral Load = 91.75olf Dist to Load Start = 0.00 tt Dist to Load End = 3.67 ft Origin of Force... Active Soil Press. Soil over Reel = Soil over Toe = Sloped Soil 8 Heel Adjacent Ftg. Load = Surcharge Over Heel = Surcharge over Toe = Axial Load on Hall - Load % Proj. Hall Averaged Stem Hts. = Added Lateral Load = Footing Height = Key Height Vertical Component of Active Pressure Totals 2251.9 psf Soil Press. Mult. Toe 0.0 psf By ACI Eq 9-1 = 3153 3000 psf Mu-Upward = 42 11.93 in Mu-Downward = 4 0.00 psi Mu-Design = 38 -9.35 psi One-Hay Shear: 76.03 psi Actual = 0.0 Allowable = 76.0 [1.49 :1 Cover over Rebar = 3.50 ) 1.31:1 'd1 = 8.50 Ru = Mu/bd*2 = 0.6 SUMMARY OF FORCES Overturning Moments f ft ft-f 3000 psf 50.0 pcf 0.0 pcf 0.0 pcf 0.0 :1 200.0 pcf 110.0 pcf 6.00 in FOOTING DESIGN Heel f'c 0 psf Fy ADJACENT FOOTING Vertical Load Load Eccentricity = Footing Hidth = Ftg. CL to Hall Vert. Position of Ftg. ...Above/Below:[t/-] = Spread Footing ? 0.0 * 0.00 in 0.00ft 0.00ft 0.0ft Ho 2000 psi 40000 psiIll 1819 1708 9.3 76.0 2.50 9.50 21.0 ft-f ft-f ft-f psipsiininpsi Mm. As PercentOmit SP Onder Heel Toe f 4 3 19.61 f 5 1 30.39 f 6 @ 43.14 f 7 a 48.00 f 8 9 48.00 f 9 @ 48.00 Heel 17.54 27.19 38.60 48.00 48.00 48.00 0 inin in in in in .0012 No o/co/c o/c o/c o/c o/c Resisting Moments ft ft-f 545.2 0 -56.3 0 0.0 0 0.0 0 0.0 0 336.7 0 0 1.56 0 0.50 0 0.00 0 0.00 0 0.00 0 2.84 0 0 848.7 0 -28.1 0 0.0 0 0.0 0 0.0 0 954.6 0 0 0 874.5 9.2 0.0 0.0 0.0 0.0 0.0 0 275.3 0 450.0 100.0 0 1.92 0.08 0.00 0.00 0.00 0.00 0.00 0 0.50 0 1.50 1.50 0 1676.4 0.8 0.0 0.0 0.0 0.0 0.0 0 137.7 0 675.0 150.0 0 825.7f Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed) 0 0.0 1775.2 ft-f 1709.0 1709.0 0.00 0.0 2639.8 ft-f 2639.8 ft-f (continued on next page. V4.4B (c) 1983-95 ENBRCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO I SITE RETAINING HALLS Date: 11/16/95 Page: ~7 CANTILEVERED RETAINING WALL DESIGN SITB RBTAINIHG HALL 3.67 FT. HEIGHT ( continued) STEH STOMA2Y Top Step: Froffl 0.00 ft to Top of Hall S.OOin Masonry w/ f 4 8 24.00in, d= 5.25in. f'i= 1500.Opsi, Ps= 24000.Opsi "" " n* 25.78LDF= 1.33, Solid Grouted Hall Ht.= 75.01Hactual = 1028 sf, Bar Eabed= ID.Oin <= 1034.8ft-f Vactual = 7.32 <= 22.36psiInteraction Value = 0.994 V4.4B (cj 1983-95 BHERCALC R2H BNGINEBRING, KH060291 ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITE RETAINING WALLS Date: 11/16/95 Page: CANTILEVERED RETAINING WALL DESIGN SITE RETAIHING HALL 5.33 FT. HEIGHT ll/<?' c- HALL & FOOTING DATA Retained Height = 5 Hall Ht. above Soil = 0 Toe Hidth = p Heel Hidth = 3 Total Footing Hidth = 4 Footing Thickness = 12 Key Depth = U Key Hidth = |j2Toe to Key Dist. = 0 SLIDING CHBCK Ftq/Soil Friction Soil to Heglect Lateral Pressure - Passive Pressure - Friction Add'l Force Required SUMMARY Pressure 3 Toe Pressure 8 Heel Allowable Press. Ecc. of resultant Max. Shear I Toe Max. Shear @ Heel Allow. Ftq Shear Factors or Safety:Overturning Sliding VERTICAL LOADS ,33 ft Axial DL on Stem = 0 plf ,00 ft Axial DL on Stem = 0 plf ,17ft ....Eccentricity = 0.00 in ,83 ft Surcharge over Toe = 0.0 psf ,00 ft Surcharge over Heel = 0.0 psf ,00 in Note: Toe Surcharge Resists Overturning ,00 in Note: Heel Surcharge Resists Overturning ,00 in SOIL DATA ,17 ft Allowable Bearing = Active Lateral = 0.30 Max Press. = 0.00 in Slope Press. = 1003 i Backfill Slope 602 i Passive Press. = 929 i Soil Density 0.0 I Soil Ht over Toe 2250 psf 50.0 pcf 0 pcf 0 pcf 0 :1 0 pcf 0 pcf 0 0 0 150 110 6.00 in LATERAL LOADS Lateral Load Actinq on Stem Above Soil = 0.00 psf Add'l Lateral Load = 0.00 plf Dist to Load Start •- 0.00ft Dist to Load Bnd = 0.00 ft ADJACENT FOOTING Vertical Load = 0.0 i Load Eccentricity = 0.00 in Footing Hidth = 0.00ft Ptg. CL to Hall = 0.00 ft Vert. Position of Ftg. ...Above/Below:[+/-] = 0.0 ft Spread Footing ? No 1575.9 psf Soil Press. Mult, 0.0 psf 9-1 Toe 2206 30 03 psi Origin of Force... Active Soil Press. Soil over Heel Soil over ToeSloped Soil % Heel Adjacent Ftg. Load Surcharge Over Heel Surcharge over Toe Axial Load on Hall Load § Proj. Hall Averaged Stem Hts. Added Lateral Load Footing Height Key Height Vertical Component of Active Pressure 0 Totals = 946.51 Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed) . ,_ By ACI Bq 2250 psf Mu-Opward 8.28 in Mu-Downward 0.00 psi Mu-Design = .41 psi One-Hay Shear: " ' Actual Allowable = Cover over Rebar =•d1 Ru = Mu/bd"2 SUMMARY OF FORCES Overturning Moments I ft ft-i 4 26 0.0 76.0 3.50 8.50 0.4 Heel 0 2775 5170 -2395 8.4 76.0 2.50 9.50 29.5i psf ft-i ft-i ft-l psi psi in in psi f'c Fy Mm. Omit * 4 I 5 I 6 1 7i 8 t 9 As SP 8 8 8 8 8 Percent Under Heel Toe 19.61 30.39 43.14 48.00 48.00 48.00 Heel 17.27. 38. 48. 48. 48. 5 54 19 60 00 00 00 0 inin in in in in 2000 40000 .0012 No o/co/c o/c o/c o/c o/c psipsi Resisting Moments ft ft-i 1002.8 0 -56.3 0 0.0 0 0.0 0 0.0 0 0.0 0 0 2.11 0 0.50 0 0.00 0 0.00 0 0.00 0 0.00 0 0 2116.9 0 -28.1 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 1857.6 9.2 0.0 0.0 0.0 0.0 0.0 0 429.1 0 600.0 200.0 0 2.42 0.08 0.00 0.00 0.00 0.00 0.00 0 0.74 0 2.00 0.67 0 4489.4 0.8 0.0 0.0 0.0 0.0 0.0 0 319.6 0 1200.0 133.4 0.0 2088.8ft-* 3095, 3095, 6143.2ft-* 6143.2ft-8 (continued on next page. V4.4B (c) 1983-95 KNBRCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITE RETAINING HALLS Date: 11/16/95 Page: °l CANTILEVERED RETAINING WALL DESIGN SITB RETAINIHG WALL 5.33 FT. HEIGHT ( continued) STEM SUMMARY Top Stem: Fron 0.00 ft to Top of Hall 12.00in Masonry w/ i 5 d 24.00in, d= 9.00in f'n= 1500.Opsi, Fs= 24000.Opsi LDP= 1.00, n= 25.78 Solid Grouted Hall Ht.= HS.OOpsf, Bar Bnbed= 14.7in Mactual = 1263.1 <= 2192.4ft-S Vactual = 5.06 <= 19.36psi Interaction Value = 0.576 Second Sten From 2.67ft to 0.00ftS.OOin Masonry v/ | 4 i 24.00is, d= S.25in f'i= 1500.Opsi, Fs= 24000.Opsi LDP= 1.00, n= 25.78 Solid Grouted, Special Insp. Hall Ht.= 75.00psf( Bar Eubed= 12.3in Hactual = 157.4 <= 963.2ft-* Vactual = 1.94 <= 38.73psi Interaction Value = 0.16J V4.4B (C) 1983-95 ENSRCALC R2B ENGINEERING, KH060291 R2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITE RETAINING HALLS Date: 11/16/95 Page: CANTILEVERED RETAINING WALL DESIGN SITE RETAINING HALL 5.33 FT. HEIGHT LJ/ HALL & FOOTING DATA Retained Height =Hall Ht. above Soil Toe Width Heel Width Total Footing Hidth = Footing Thickness =Key Depth = Key Width Toe to Key Dist. = SLIDIHG CHECK Ptg/Soil Friction Soil to NeglectLateral Pressure =- Passive Pressure = - Friction = Add'l Force Required = SUMMARY Pressure 8 Toe = Pressure 8 Heel =Allowable Press. =Bcc. of resultant = Max. Shear 8 Toe = Max. Shear 8 Heel =Allow. Ftg Shear Factors or Safety: Overturning = Sliding = 0.17ft VERTICAL LOADS Axial DL on Stem =Axial DL on Stem = ....Eccentricity = Surcharge over Toe = Surcharge over Heel = Note: Toe Surcharge Resists Note: Heel Surcharge Resists SOIL DATA Allowable Bearing = Active Lateral Max Press. = OplfOplf 0.00 in 0.0 psf 0.0 psf OverturningOverturning LATERAL LOADS Lateral Load Acting on Stem Above Soil = 0.00 psf Add'l Lateral Load = 133.30 plf Dist to Load Start = 0.00ft Dist to Load End = 5.33ft 0.40 0.00 in Slope Press. 1712 I Backfill Slope 803 i Passive Press. 1385 i Soil Density O.Oi Soil Ht over Toe 76.03 psi .28 Toe3711 51 Origin of Force... Active Soil Press. = Soil over Heel = Soil over Toe Sloped Soil % Heel Adjacent Ptg. Load = Surcharge Over Heel = Surcharge over Toe = Axial Load on Hall Load @ Proj. Hall =Averaged Stem Hts. - Added Lateral Load = Footing Height = Key Heiqht Vertical Component of Active Pressure 2650.6 psf Soil Press. Mult.0.0 psf By ACI Bq 9-1 = 3000 psf Mu-Upward 16.55 in Mu-Downward 0.00 psi Hu-Design = -19.92 psi One-Hay Shear:-'----• Actual Allowable =Cover over Rebar = 'd1 Ru = Mu/bd*2 SUMMARY OF FORCESOverturning Moments i ft ft-i 3000 psf 50.0 pcf 0.0 pcf 0.0 pcf 0.0 :1 200.0 pcf 110.0 pcf 6.00 in FOOTING DESIGN Heel f'c 0 psf Fy ADJACENT FOOTING Vertical Load = Load Eccentricity =Footing Hidth = Ftg. CL to Wall Vert. Position of Ftg. ...Above/Below:[+/-] = Spread Footing ? 0.010.00 in0.00ft0.00ft ft Bo 2000 psi 40000 psi 4 47 0.0 76.0 3.50 8.50 0.7 1333 6928 5595 19.9 76.0 2.50 9.50 68.9 ft-i ft-i ft-i psipsi in inpsi Min. Omit i 4i 5i 6i 7i 88 9 As PercentSP Under Heel Toe 8 19.61 i 30.39 8 43.14 8 48.00 8 48.00 8 48.00 Heel 9.00 13.95 19.8027.00 35.55 45.00 1 ininin in inin J.0012 No o/co/co/c o/c o/co/c Resisting Moments ft ft-i 1001.7 0 -56.3 0 0.0 0 0.0 0 0.0 0 710.5 0 0 2.11 0 0.50 0 0.00 0 0.00 0 0.00 0 3.67 0 0 2113.6 0 -28.1 0 0.0 0 0.0 0 0.0 0 2603.9 0 0 0 2149.6 9.2 0.00.0 0.0 0.0 0.0 0428.7 0 675.0 200.0 0 2.67 0.08 0.00 0.00 0.00 0.00 0.00 0 0.74 0 2.25 0.67 0 5732.5 0.8 0.0 0.0 0.0 0.0 0.0 0 319.3 0 1518.7 133.4 0 0.0 0.00 Totals = 1656.01 Resisting Totals Dsed For Soil Pressure (Vert. Component of Active Pressure Removed) 4689.5 ft-i 3462.4 If 3462.41 7704.8 ft-i 7704.8 ft-i (continued on next page. V4.4B (c) 1983-95 ENERCALC R2H ENGINEERING, KH060291 ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITE RETAINING HALLS Date: 11/16/95 Page: // CANTILEVERED RETAINING WALL DESIGN SITB RETAINING HALL 5.33 FT. BBIGHT |J/ ( continued) STEM SUMMARY Top Stei: Pron 0.00 ft to Top of Hall 12.00in Masonry »/ ! 5 i U.OOin, d= 9.00iu f'ffl= 1500.Opsi, Ps= 24000.Opsi LDF= 1.33, n= 25.78 Solid Grouted Hall ttt.= llB.OOpsf, Bar Bnbed= 33.Sin Mactual = 3154.2 <= 3417.2ft-* Vactual = 10.16 <* 22.36psi Interaction Value = 0.92j Second Stem Prom 2.67ft to 0,00ft S.OOin Masonry v/ i 4 8 U.OOin, d= 5.25ia f'ra= 1500.Opsi, Ps= 24000.Opsi LDP= 1.33, n= 25.78 Solid Grouted Hall Ht.= 75.00psf, Bar Enbed= 20.9in Hactual = 628.4 <= 1207.2ft-f Vactual = 5.83 <= 22.36psi Interaction Value = 0.521 V4.4B (c) 1983-95 ENERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITE RETAINING HALLS Date: 11/16/95 Page: j ~L CANTILEVERED RETAINING WALL DESIGN SITE RETAINING HALL 6.67 FT. HEIGHT HALL & FOOTING DATA Retained Height = 6.67 ft Hall Ht. above Soil = 0.00ft Toe Hidth = Hi.17 ft Heel Hidth = 5.33ft Total Footing Hidth = 5.50ft Footing Thickness = 12.00 in Key Depth = 18.00 in Key Width = [12.00 in Toe to Key Dist. = 0.17 ft SLIDING CHECK Ft0/Soil Friction Soil to Neglect Lateral Pressure- Passive Pressure - Friction Add'l Force Required SUMMARY Pressure S Toe Pressure I Heel Allowable Press. Ecc. of resultant Max. Shear & Toe Max. Shear % Heel Allow. Ftq Shear Factors of Safety; Overturning Sliding VERTICAL LOADS Axial DL on Stem Axial DL on Stem ....Eccentricity Surcharge over Toe Surcharqe over Heel 0. Oplf OplfGin 0 psf 0.0 psf LATERAL LOADS Lateral Load Acting on Stem Above Soil = 0.00 psf Add'l Lateral Load = O.OOplf Dist to Load Start = 0.00ft Dist to Load 2nd = 0.00 ft Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = Active Lateral 0.30 Max Press. 0.00 in Slope Press. 14711 Backfill Slope675 I Passive Press. 1521 i Soil Density O.Oi Soil Ht over Toe 2250 psf 50.0 pcf 0.0 pcf 0.0 pcf 0.0 :1 150.0 pcf 110.0 pcf6. 00 in ADJACENT FOOTING Vertical Load = O.Of Load Eccentricity = 0.00 in Footing Hidth = 0.00ft Ptg. CL to Hall = 0.00ft Vert. Position of Ftg. ... Above/Below: (+/-) = 0.0ft Spread Footing ? No Origin of Force... Active Soil Press. = Soil over Heel =Soil over Toe = Sloped Soil @ Heel Adjacent Ftg. Load = Surcharge Over Heel = Surcharge over Toe =Axial Load on Hall = Load 9 Proj. Hall Averaged Stem Hts. Added Lateral Load Footing Height ~ Key Height Vertical Componentof Active Pressure 1712.6 psf Soil Press. Mult.130.9 psf By ACI Eq 9-1 = 2250 psf Mu-Opward 9.44 in Mu-Downward =0.00 psi Mu-Design = -9.31 psi One-Hay Shear: Actual = Allowable = Cover over Rebar =•d' Ru = Mu/bd"2 SUMMARY OF FORC2S Overturning Moments ft ft ft-i 76.03 psi L67 :1 1.49 Toe Heel 2398 183 33 8814 4 13470 29 -4656 0.0 9.3 76.0 76.0 3.50 2.50 8.50 9.50 0.4 57.3ft NnMmq psfh-ift-ift-i psi psi in in psi f'c Fy Mm. As Omit SP ft 4 • 1 59 i 6 9 f 7 8 I 88 i 98 PercentUnder Heel Toe 19.61 30.39 43.14 48.00 48.00 48.00 Heel 10. 16. 23. 32. 42. 48. 7 86 83 88 57 88 00 0 in inin in inin 2000 40000 .0012 No o/c o/co/c o/c o/c o/c psipsi Resisting Moments ft 1470.7 0 -56.3 0 0.0 0 0.0 0 0.0 0 0.0 0 0 2.56 0 0.50 0 0.00 0 0.00 0 0.00 0 0.00 0 0 3760.1 0 -28.1 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 3423.7 9.2 0.0 0.0 0.0 0.0 0.0 0 586.8 0 825.0 225.0 0 3.17 0.08 0.00 0.00 0.00 0.00 0.00 0 0.72 0 2.75 0.67 0 10842.3 0.8 0.0 0.0 0.0 0.0 0.0 0 424.8 0 2268.7 150.1 0 0 0.0 Totals = 1414.5 i Resisting Totals Dsed For Soil Pressure (Vert. Component of Active Pressure Removed) 3732.0 ft-i 5069.71 5069.71 13686.6 ft-i 13686.6 ft-i (continued on next page. V4.4B (c) 1983-95 BNERCALC R2E ENGINEERING, KH060291 R2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITE RETAINING HALLS Date: 11/16/95 Page: / CANTILEVERED RETAINING WALL DESIGN SITE RETAINING HALL 6.67 FT. HEIGHT Ul/<? ( continued) STEH SUMMARY Top Stem: Proa 0.00 ft to Top of Hall 12.GOin Masonry */ f 5 8 U.OOin, d= 9.00in f'm= 1500.Opsi, Ps= 24000.Opsi LDF= 1.00, n= 25.78 Solid Grouted Hall Ht.= llS.OOpsf, Bar Enbed= 19.Sin Mactual = 2471.8 <= 2563.0ft-* Vactual = 7.95 <= 19.36psi Interaction Value = 0.964 Second Stem From 2.67ft to 0.00ftS.OOin Masonry »/ i 4 8 U.OOin, d= 5.25in f'n^ 1500.Opsi, Ps= 24000.Opsi LDP= 1.00, n= 25.78 Solid Grouted, 9f«*NMMp. Hall Ht.= 75.00psf( Bar Enbed= U.Jin Mactual = 533.5 <= 1420.5ft-| Vactual = 4.39 <= 38.73psi Interaction Value = 0.375 V4.4B (cj 1983-95 ENBRCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITE RETAINING HALLS Date: 11/16/95 Page: / CANTILEVERED RETAINING WALL DESIGN SITB RETAINING HALL 6.67 FT. HEIGHT HALL i FOOTING DATA Retained Height = Hall Ht. above Soil Toe Hidth Heel Hidth Total Footing Hidth = Footing Thickness Key Depth Key Hidth Toe to Key Dist. SLIDING CHECK Ftg/Soil Friction Soil to Neglect = Lateral Pressure = - Passive Pressure- Friction Add'l Force Required = SUMMARY Pressure 9 Toe = Pressure 9 Heel = Allowable Press.Bcc. of resultant = Max. Shear I Toe = Max. Shear i Heel Allow. Ptg Shear = Factors of Safety: Overturning = Sliding = VERTICAL LOADS Axial DL on Stem Axial DL on Sten ....Eccentricity Surcharge over Toe Surcharge over Heel OplfOplf )0in .Opsf 0.0 psf LATERAL LOADS Lateral Load Acting on Stem Above Soil Add'l Lateral Load Dist to Load Start Dist to Load End 0.00 psf 166.80 pi! 0.00 ft6.67ft Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing =Active Lateral0.40 Max Press. 0.00 in Slope Press, 2583 i Backfill Slope 900 I Passive Press. 2185 i Soil Density 0.0 I Soil Ht over Toe 3000 psf 50.0pcf 0 pcf 0 pcf 0 :1 0 pcf pcf 0 0 0 200 110 6.00 in ADJACENT FOOTING Vertical Load = Load Eccentricity = Footing Hidth Ftg. CL to Hall Vert. Position of Ftg. ...Above/Below:[+/-] = Spread Footing ? 0.0$ 0.00 in 0,00ft 0.00ft 0.0ft No Toe 3641 50 4 46 Origin of Force... Active Soil Press. Soil over Heel = Soil over Toe ~ Sloped Soil i Heel Adjacent Ftg. Load = Surcharge Over HeelSurcharge over Toe = Axial Load on Hall = Load e Proj. Hall = Averaged Stem Hts. = Added Lateral Load = Footing Height =Key Height Vertical Component of Active Pressure Soil Press. Hult. By ACI Eq 9-1 = 3000 psf Mu-Upward19.20 in Mu-Downward = 0.00 psi Hu-Design = One-Hay Shear: Actual =— Allowable = 1.89 :l Cover over Rebar * / 1.19 :1 'd' ^ Ru = Mu/bdA2 SUMMARY OF POBCES Overturning Moments i ft ft-i 2600.7 psf 0.0 psf -22.27 psi 76.03 psi 0.0 76.0 3.50 8.50 0.7 Heel 0 5513 16511 -10998 22.3 76.0 2.50 9.50 135.4 •s psfh-ift-ift-i psipsi inin psi f'c Fy Mm.Omit i 4i 5 i 6. 1 7i 8i 9 As SP % ii8 8i Percent Under Heel Toe 19.61 30.39 43.14 48.00 48.00 48.00 Heel 4.48 6.95 9.86 13.45 17.70 22.41 I in inin inin in 2000 40000 5.0012 No O/C o/co/co/co/co/c psi psi Resisting Hoients ft ft-i 1470.7 0 -56.3 0 0.0 0 0.0 0 0.0 0 1112.6 0 0 2.56 0 0.50 0 0.00 0 0.00 0 0.00 0 4.34 0 0 3760.10 -28.1 0 0.0 0 0.0 0 0.0 0 4822.9 0 0 0 3790.5 9.2 0.0 0.0 0.0 0.0 0.0 0 537.3 0 900.0 225.0 0 3.42 0.08 0.00 0.00 0.00 0.00 0.00 0 0.74 0 3.00 0.67 0 12951.6 0.8 0.0 0.0 0.0 0.0 0.0 0 400.0 0 2700.0 150.1 Totals = 2527.Oi 8555.0 ft-i Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed} 5462, 5462, 0.0 16202.5 ft-i 16202.5 ft-S (continued on next page. V4.4B (c) 1983-95 ENBRCALC m , mom R2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95U1 CO 1 SITS RETAILING HALLS Date: 11/16/95 Page: CANTILEVERED RETAINING WALL DESIGN SITB RETAINING HALL 6.67 PT. HEIGHT U/ ( continued) STEM SOniUY Top Stem: From 0.00 ft to Top of Hall 12,00in Masonry w/ I 6 ft 16.00in, d= 9.00in f'in= 1500.Opsi, Fs= 24000.Opsi LDP= 1.33, n= 25.78 Solid Grouted, Special Insp. Hall Ht.= 118.00psf, Bar Enbed= 56.1in Mactual = 6182.2 <= 7059.5ft-| Vactual = 15.94 <= 44.72psi Interaction Value = 0.876 Second Stem From 3.33ft to 0.00ft 8.00in Masonry »/ | 5 8 16.00in, d= 5.25in 'i= 1500.Opsi, Ps= 24000.Opsi " " " n= 25.78LDP= 1.33, Solid Grouted Hall Ht.= 75.0! Hactual -- 1240 sf, Bar Brabed= 33.7in <= 1410.6ft-| Vactual = 9.17 <= 22.36psi Interaction Value = 0.880 V4.4B (c) 1983-95 BNERCALC R2H ENGINEERING, KH060291 62H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITE RETAINING HALLS Date: 11/16/95 CANTILEVERED RETAINING WALL DESIGN SITE RETAINING HALL 8 FT. HEIGHT UJ/P HALL & FOOTIHG DATA Retained Height = Hall Ht. above SoilToe Hidth Heel Hidth Total Footing Hidth Footing Thickness = Key Depth Key Hiihh Toe to Key Dist. SLIDING CHECK Ftj/Soil Friction Soil to Neglect = Lateral Pressure =- Passive Pressure = - Friction = Add'l Force Required = SfflHARY Pressure 9 Toe =Pressure e Heel Allowable Press. = Ecc. of resultant Max. Shear 8 Toe Max. Shear I Heel =Allow. Ptg Shear = Factors or Safety:Overturning = Sliding = Origin of Force... Active Soil Press. = Soil over Heel = Soil over Toe = Sloped Soil a Heel Adjacent Ftg. Load = Surcharge Over Heel = Surcharge over Toe = Axial Load on Hall -Load § Proj. Ball = Averaged Stem Hts. = Added Lateral Load = Footing Height = Key Height Vertical Component of Active Pressure VERTICAL LOADS 8.00 ft Axial DL on StemJ.OO ft Axial DL on Stem "1.50 ft ....Eccentricity =5.50 ft Surcharge over Toe = 7.00 ft Surcharge over Heel 12.00 in Note: Toe Surcharge Resists 30.00 in Note: Heel Surcharge Resists12.00 in SOIL DATA "5.17 ft Allowable Bearing = Active Lateral = 0.30 Max Press. 0.00 in Slope Press. =2025 * Backfill Slope 1200* Passive Press. 1906 I Soil Density 0.0 I Soil Ht over Toe Oplf Oplf0.00 in 0.0 psf0.0 psf Overturning Overturning 2250 psf 50.0 pcf 0.0 pcf 0.0 pcf 0.0 :1 150.0 pcf 110.0 pcf 6.00 in LATERAL LOADS Lateral Load Acting on Stem Above Soil = 0.00 psf Add'l Lateral Load = 0.00 plf Dist to Load Start = 0.00 It Dist to Load End = 0.00 ft ADJACENT FOOTINGVertical Load = 0.0 * Load Eccentricity = 0.00 inFooting Hidth = 0.00ft Ptg. CL to Hall = 0.00ft Vert. Position of Ptg. ... Above/Below: [+/-] = 0.0ft Spread Footing ? Bo 1251.8 psf Soil Press. Mult. Toe 563.8 psf By ACI Eq 9-1 = 1753 2250 psf Hu-Upward = 1894 5.31 in Mu-Downward = 323 10.95 psi Mu-Design = 1571 -13.28 psi One-Hay Shear: 76.03 psi Actual r— Allowable =Cover over Rebar =4.21 :1 1.53 :1 'dl Ru = Mu/bd"2 SUMMARY OF FORCES Overturning Moments I ft ft-* 11.0 76.0 3.50 8.50 24.2 EUUlli Heel 789 psf 11809 It-* 16843 ft-ft -SOU ff-lJVJ1 It, JJ 13. 3 psi 76.0 psi2. 50 in 9. 50 in ( 62.0 psi 1U UBOJf'c Fy Mm. Omit » 4 * 5 * 6 * 7 * 8 i 9 LOH — — As Percent SP Under Heel TOP1UC 9 19.61 i 30.39 i 43.14 8 48.00 @ 48.00 8 48.00 = = = ? HeelilCCX 10.03 15.54 22.06 30.08 39.60 48.00 2000 psi 40000 psi 0.0012 No in o/c in o/c in o/c in o/c in o/c in o/c Resisting Moments ft ft-* 2025.0 0 -56.3 0 0.0 0 0.0 0 0.0 0 0.0 0 0 3.00 0 0.50 0 0.00 0 0.00 0 0.00 0 0.00 0 0 6075.0 0 -28.1 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 4253.3 82.5 0.0 0.0 0.0 0.0 0.0 0 593.8 0 1050.0 375.0 0 4.58 0.75 0.00 0.00 0.00 0.00 0.00 0 2.10 0 3.50 2.67 0 19494.4 61.9 0.0 0.0 0.0 0.0 0.0 0 1245.9 0 3675.0 1001.2 0 0.0 0.00 Totals = 1968.8 It Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed) 6046.9ft-} 6354.61 6354.68 25478.4 ft-* 25478.4ft-* (continued on next page. V4.4B (c) 1983-95 BNBRCALC R2H ENGINEERING, KK060291 foH ENGINEERING INC. LOT 33/34 CARLSBAD AIRPORT CTR Consulting Structural Engineers C95111 CO 111545 West Bernardo Court Ste. 300 SITE RBTAINING HALLSSan Diego California 92127 Date: 11/16/95 CANTILEVERED RETAINING WALL DESIGN SITE RBTAIBING HALL 8 FT. HEIGHT ( continued) STBH SUMMARYTop Stet: Pron 0.00 ft to Top of Hall12.00m Masonry v/ \ 1 I S.GOin, d= 9.00in fis 1500. Opsi, Fs= 24000. Opsi LDP= 1.00, n= 25.78Solid Grouted, Special Insp. Hall Ht.= nS.OQpsf, Bar Embed = 35.1in Hactual = 4265.6 <= 80l4.1ft-|Vactual = 11.45 <= 38.73psi Interaction Value = 0.532 Second Stei Prom 4.67ft to 0.00ftB.OQin Masonry w/ t 6 8 16,00in( d= 5.25inf'a= 1500. Opsi, Ps= 24000. OpsiLDP= 1.00, n= 25.78Solid GroutedHall Ht.= 75.00psf, Bar Embed* 20. GinMactual = 307.7 <= H87.2ft-lVactual = 3.04 <= 19.36psiInteraction Value = 0,259 V4.4B (c) 1983-95 ENERCALC R2H ENGINEERING, 0060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITE RETAINING HALLS Date: 11/16/95 CANTILEVERED RETAINING WALL DESIGN SITE RETAINING HALL 8 FT. HEIGHT WALL & FOOTING DATA Retained Height = Wall Ht. above SoilToe Width Heel Width Total Footing Width Footing Thickness = Rev Depth =Key Width Toe to Key Dist. =ST.TDTBC CHHPI Ptg/Soil Friction Soil to Neglect Lateral Pressure = - Passive Pressure = - Friction Add1! Force Required =SUMMARY Pressure e Toe = Pressure % Heel Allowable Press. = Ecc. of resultant = Max. Shear i Toe = Max. Shear i Heel Allow. Ftq Shear Factors or Safety: Overturning = Sliding = jT Origin of Force... Active Soil Press. = Soil over HeelSoil over Toe = Sloped Soil @ Heel Adjacent Ftg. Load = Surcharge Over Heel =Surcharge over Toe = Axial Load on Wall = Load 8 Proj, Wall = Averaged Stem Wts. =Added Lateral Load Footing Weight = Key Weight Vertical Componentof Active Pressure Totals Resisting Totals Used For S (Vert. Component of Active VERTICAL LOADS 8.00 ft Axial DL on Stem0.00 ft Axial DL on Stem = 1.50 ft ....Eccentricity =5.50 ft Surcharge over Toe = 7.00 ft Surcharge over Heel 12.00 in Note: Toe Surcharge Resists24.00 in Note: Heel Surcharge Resist 12. 00 in SOIL DATA2.17 ft Allowable Bearing = 0.40 Max Press. 0.00 in Slope Press = 3625ft Backfill Slope 1225 ft Passive Press. 2512 i Soil Density 0.0 i Soil Ht over Toe J340.7 psf Soil Press. Mult. Toe 0.0 psf By ACI Eq 9-1 = 3277 3000 psf Mu-Upward = 3343 20.54 in Mu-Downward = 323 21.33 psi Mu-Design = 3020 35. 60 psi One-Way Shear: 76. 03 psi Actual = 21.3 — - Allowable = 76.0 ] 1.80 :1 Cover over Rebar = 3.50 / 1.03 :1 'd1 = 8.50 — Ru = Mu/bd"2 = 46.4 SUMMARY OF FORCES & MOMEff Overturning Moments i ft ft-i 2025.0 3.00 0 0 -56.3 \ 0.50 0 0 0.0 0.00 0 0 0.0 0.00 0 0 0.0 0.00 0 0 1600.0 5.00 0 0 0 0 0 0 1568. 8 i oil Pressure Pressure Removed) 6075.0 0 -28.1 0 0.0 0 0.0 0 0.0 0 8000.0 0 0 0 14046. 9 ft-i Oplf Oplf 0.00 in 0.0 psf0.0 psf Overturning, Overturning 3000 psf 50.0 pcf 0.0 pcf 0.0 pcf 0.0 :1 200.0 pcf 110.0 pcf 6,00 in FOOTING Heel Opsf 3332 ft-i 16843 ft-i -13511 ft-i 35. 6 psi 76.0 psi 2. 50 in 9. 50 in 166.3 psiri i 0 4253.3 82.5 0.0 0.0 0.0 0.0 0.0 0 593.8 0 1050.0 300.0 0.0 6279. 6 i 6279. 6 i LATSRAI Lateral Load Acting oStem Above Soil Ud'l Lateral Loadlist to Load Start Dist to Load End ADJACENT Vertical Load Iioad EccentricityFooting Width Ftg. CL to Hall Vert. Position of Ftg ... Above/Below: [+/-] Spread Footing MiTfltf f'c Py Mm. As Percent Omit SP Under Heel Toe I 4 8 15.03 ft 5 8 23.29 ft 6 i 33.06 1 7 % 45.08 i 8 8 48.00 i 9 8 48.00 ft 0 4.58 0.75 0.00 0.00 0.00 0.00 0.00 0 2.10 0 3.50 2.67 0.00 .LOADI n * 0.00 psf = 200.00plf 0.00 It 8.00ft FQQTTNfi o.Oi 3 0.00 in 0.00ft 0.00ft 0.0ft ? No = 2000 psi = 40000 psi = 0.0012 ? NoHrrl 4.21 in O/C 6.53 in o/c 9.26 in o/c 12.63 in o/c 16.63 in o/c 21.05 in o/c ft-i 0 19494.4 61.9 0.0 0.0 0.0 0.0 0.0 0 1245.9 0 3675.0 801.0 0.0 25278. 2 ft-i 25278. 2 ft-i (continued on next page....) V4.4B (C) 1983-95 ENERCALC R2H ENGINEERING, KN060291 *k2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITS RETAILING HALLS Date: 11/16/95 Page: CANTILEVERED RETAINING WALL DESIGN SITB RETAINING HALL 8 FT. HEIGHT U/ ( continued) STEM SUMMARY Top Steni: From 0.00 ft to Top of Hall 12,GQin Masonry v/ I 7 9 8.00m, d= 9.00in f'in= 1500.Opsi, Fs= 24000.Opsi LDP= 1.33, n= 25.78 Solid Grouted, Special Insp. Wall Ht.= 118-OOpsf, Bar Embed = 87.Sin Mactual = 10665.6 <= 10685.2ft-(f Vactual = 22.94 <= 44.72psi Interaction Value = 0.998 Second Stem Prom 4.67ft to 0.00ft •<— S.OOin Masonry »/ t 6 i U.OOin, d= 5.25in f'm= 1500.Opsi, Fs= 24000.Opsi LDP= 1.33, n= 25.78 Solid Grouted Wall Wt.= 75.00psf, Bar Eiabed= SO.lin Hactnal = 1416.6 <= 1582.9ft-f Vactual = 10.34 <= 22.36psi Interaction Value = 0.895 V4.4B (c) 1983-95 BMERCALC R2H ENGINEERING, KH060291