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HomeMy WebLinkAbout129 CHINQUAPIN AVE; ; CB020936; Permit05-22-2002 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No: CB020936 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: parcel No: //aluation: .Reference #: Project Title: 129 CHINQUAPIN AV CBAD RETAIN 2060700400 Lot #: 3 $11,655.00 Construction Type: NEW 740 SF WALL-PREPARE FOR GRADE Applicant: HAMMOND SECURITIES Status: ISSUED Applied: 03/28/2002 Entered By: RMA Plan Approved: 05/22/2002 Issued: 05/22/2002 Inspect Area: 7747 05/22/02 0002 01 02 Owner:166°Q? 949360-1005 Total Fees:$191.07 Total Payments To Date:$25.00 Balance Due:$166.07 Building Permit Add'l Building Permit F,ee Plan Check /" Add'l Plan Check Fee Strong Motion Fee ,•'• ',. Renewal Fee ;, Add'l Renewal Fee. i. Other Building Fee : Additional Fees ; TOTAL PERMIT FEES $115.091 $0.00j $74.811 $0.00!- $1.17J$o.po I. $0.00! $0.00 J $O.OOJ $191.071 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICEyihat approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions."/You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. MAR-26-2002 TUE 05:02 PM CITY OF CARSLBAD PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FAX NO. 760 602 8558 P. 02 FOR OFFICE USE ONLY PLAN CHECK NO. EST. VAL../// Plan Ck. Deposit Validated Bv Date -7 />) P/ A Address (include Bldg/Suito|») Ugal Description __ ... • .- 010 - 64- _ i *^l _ * --*-- . .1 f I _. ' *—* A i A i/* A. A\ . X Nnrnn VJ 'Address City State^:£-ij/vvi ^eguu.ru/7 Co • •* LML, _ _ ralapnono »ax » Name v.-•!.:.<: Address City ti ..J.J.:.:.:;!,££," ^-'•ij^.-Jsi.^KgSQ*^ S^crr^'f• L&;::-'i;;:i^-S';^'i'iSfV'K:^ -~'-'-'Jr' * State/Zip Telephone ff Nama AddretS (Sec. 7031 .E Business and Professions Code: Any City or County which requires a permit to construct, altar, 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, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt thorafrom, and the basis for the alleged exemption. Any viq/ation of Section 7031.6 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars 18BOOK. \o Name Stata License t Designer Name State License * Address License Class Address City State/Zip City Business License f City State/Zip Telephone t Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: n I have and will maintain e certificate of consent to self-Insure for workers' compensation BE provided by Section 3700 of the Labor Code, for the porformnnca of the work for which this permit Is Issued. O I have and will maintain workers' compensation, as reaulred by Section 3700 of the Labor Code, for the performance of the work for which thU permit Is Issued. My worker's compensation Insurance carrier and policy number are: Insurance Company Policy No. Expiration Data (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS («100) OR LESS) . Q 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 GS to become subject to the Workers' Compensation Laws of California. WARNING: Failure to •acura workers' compensation coverage la unlawful, and shall subject an employer to criminal penalties and civil fines up to era hundred thousand dollar* ($100.000). In addition to the coat of compensation, damages M provided lor In Section 3706 of the Labor cod*, (merest and attorney'i feaa. SIGNATURE ] • '• '• DATE • PROPERTY OWNER SIGNATURE TO/WW O*/)< TuJ Lf> . . U_C l ^ S"ifecTiON<ww^^ • :."i;5;-..'!V ': ^."- :.v = :..'. r-V^r '- 'i: ;:t,1X->:-=: :7.:;;":!foWNia^^ .:..-..' -::..' s.-•.+•••: .::;-v^.;v-v v^v•••:"":• .•>:" inr/:,"..* I hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q I, as owner of the property or my employees with wages aa their sole compensation, will do the work and ths structure is not intended or offered for Bale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, end who does such work himself or through his own employees, provided thet such Improvements are not intended or offered for sale. If. however, the building or improvement is sold w/thin one year of completion, the owner-builder will have the burden of proving that he did not build or improve lor the purpose of sals). BsTl. as owner of tha property, am exclusively contracting with licensed contractors' to construct tha project (Sec. 7044, Business and Professions Coda: 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^) licensed pursuant to the Contractor's License Law). • *• ' , Q I am exempt under Section ____^^ Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES (0NO I ffiivaj/ havo-mt) signed an application for a building permit for the proposed work. I have contracted yith the following parson (firm) to provide the proposed construction (include name I address / phone number / contractors license number): IP e>6r 1. 2. 3. 4. I plan to provide portions of the work, but I havo.hir«d the following parson to coordinate, supervise and provide tha major work (include name / address / phone number / contractors license number): To ltL£ dULFtAV/WL/vH/flj 6. I will provide some o( ths work, but I have contracted (hired) tha following persons \tt provide thewpik indicated (include name / address I phone number / type of work): • \Q' sJL. d\X-TO>yv''V^'-*-*l t/l . _~^ f_s. . • __ DATE. 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 26606, 26633 or 26634 of the Presley-Tanner Hazardous Substance Account Act? Q .YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or sir quality management district? Q YES O NO Is tha facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. •».i<K&W3tRU<»iqN^^ .;: •:•..=:: • •.;/.... • •;:,-„;-..:: ;*:• _,.-.- -1 . ; .. I hereby affirm that there Is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME . . LENDER'S ADDRESS • ' I certify that I have read the application and state that th» nbove.information Is correct and that the information on the plans is accurate. I 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 property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over S'O* deep end demolition or construction of structures over 3 storios 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 160 daye from the date of such permit or If ihe bulldlrjg-pr work authorized by sucn permit is suspended or abandoned at any time after the work is commenced for a period of 160 days (Section 106.4.4 Uaiffnrii Buiiq APPLICANT'S SIGNATURE CTlWCM^A Stft-UMjm G). , U-C 'DATE WHITE: file YELLOW: Applicant PINK: Finance Inspection List Permit*: CB020936 Type: RETAIN ' 740 SF WALL-PREPARE FOR GRADE Date Inspection Item Inspector Act Comments 11/21/200269 Final Masonry PY AP 07/18/2002 66 Grout PY AP ' . 07/16/200211 Ftg/Foundation/Piers PY AP B PLUGS & WEST END 07/10/200262 Steel/Bond Beam PY WC 07/10/200266 Grout PY AP 2ND LIFT 07/09/2002 62 Steel/Bond Beam PY NS 06/28/2002 61 Footing PY AP 5 SECTIONS Thursday, November 21, 2002 Page 1 of 1 City of Carlsbad Public Works BUILDING PLANCHECK CHECKLIST RETAINING WALL Engineering BUILDING PLANCHECK NUMBER: CB BUILDING ADDRESS: 6 V^ / 3 PROJECT DESCRIPTION: Retaining Wall ASSESSOR'S PARCEL NUMBER:- (JlO- o ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore, any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. By:Date DENIAL Please see the attached report of deficiencies marked with DMake necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: By: By: Date: _ Date: Date: ATTACHMENTS Right-of-Way Permit Application ENGINEERING DEPT. CONTACT PERSON NAME: KATHLEEN M. FARMER City of Carlsbad ADDRESS: 1635 Faraday Ave Carlsbad, CA 92008 PHONE:(760) 602-2741 H:\WORD\DOCS\CHKLST\Retaining Wall Building Plancheck Cklist Form KF.doc 1635 Faraday Avenue • Carlsbad, CA 92OO8-7314 • (760) 6O2-2720 • FA* (760) 602-8562 BUILDING PLANCHECK CHECKLIST RETAINING WALLS 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow B. Existing & Proposed Structures (dimensioned from street) C. Property Lines 2. Show on site plan: A. Drainage Patterns B. Existing & Proposed Slopes C. Existing Topography D. Easements E. Retaining Wall (location and height) Q G 3. Include on title sheet: A. Site Address B. Assessor's Parcel Number C. Legal Description D. Grading Quantities Cut Fill Import/Export (Grading Permit and Haul Route Permit may be required) 4. Project does not comply with the following Engineering Conditions of approval for Project No. • ; Conditions were complied with by:Date: MISCELLANEOUS PERMITS 5. 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. A separate Right-of-Way issued by the Engineering Department is required for the following: ' Please obtain an application for Right-of-Way permit from the Engineering Department. Pagel H:\WORD\DOCS\CHKLST\Retaining Wall Building Plancheck CWist Form DR.doc PLANNING/ENGINEERING APPROVALS W^PERMJT NUMBER^DATE ADDRESS ife^'RESIDENTIAL. -A RESIDENTIAL ADDITION MINOR «$10,006.00) TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAR COMPANY STORES VILLAGE FAIRE * COMPLETE OFFICE BUILDING OTHER PLANNER .DATE ENGINEER DATE Docs/Mistomumannmg Engineering ADOrovats 5UMIT DESIGN Project: . Dote: Page: __1 1/2 CUBIC FOOT OF PEA GRAVEL PER FOOT OF WALL WRAPPED IN FILTER FABRIC VEO (3) #4 CONT- t\ (2) #4 CONT - 8" CMU (SOLID GROUTED) -VERTICAL BAR SEE SCHEDULE -#4 AT 24" o.c. HORIZONTAL -DOWEL TO MATCH SIZE AND SPACING OF WALL VERTS. LAP 36" WIN. WITH WALL VERTICALS. OMIT MORTAR IN VERTICAL JOINT OF FIRST COURSE ONL" (FOR DRAINAGE). 1 7 2002 City of CARLSBAD BUILDING DEPT. 3" CLR "WT L SCHEDULE MH" 4'-0" 6'-0" VERTICAL BARS . #4 AT 24° o.c. #5 AT 8" o.c. "W1" 2'-2" 4'-0" "W2" 1'-0" 1'-Q" "D* 1'-0" . 2'-0" CMU WALL SECTION 5UMIT DESIGN Project: Date: Page: 8" CMU (SOLID GROUTED) AT 24 o.c. HORIZONTAL #5 AT 8 o.c. VERTICAL AT 24 o.c. HORIZONTAL #5 AT 16" o.c. VERTICAL CMU (SOLID GROUTED) OMIT MORTAR IN VERTICAL JOINT OF FIRST COURSE ONLY (FOR DRAINAGE).1/2 CUBIC FOOT OF PEA GRAVEL PER FOOT OF WALL WRAPPED IN FILTER FABRIC CMU WALL SECTION su - — (: ^ i/ MIT DESK *» Date: -M Page: _3IM - . . <oj\7/ot <"^ "^ \^& \ ^J GENERAL NOTES:CONCRETE 1. DESIGN CRITERIA: DESIGN CODE: 1997 U.B.C. SEISMIC ZONE- - 4 NEAR SOURCE FACTOR No = NEAR SOURCE FACTOR Nv = 1.0 1.2 SOIL PROFILE = TYPE S WIND SPEED - 70 M.P.H. WIND EXPOSURE - C 2. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER THESE GENERAL NOTES. 2. ALL MATERIALS AND WORK PERFORMED SHALL CONFORM WITH THE REQUIREMENTS OF THE 1997 BUILDING CODES AND GOVERNING BUILDING ORDINANCES. 4. NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE AND WRITTEN CONSENT OF THIS ENGINEER. 5. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES. INCLUDING BUT, NOT LIMITED TO BRACING & SHORING. OBSERVATION VISITS TO THE SITE BY FIELD REPRESENTATIVES OF. THE ARCHITECT OR ENGINEER SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION PROCEDURES. . 6. ANY REFERENCE TO THE WORDS APPROVED, OR APPROVAL IN THESE DOCUMENTS SHALL BE HERE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW AND SHALL NOT RELIEVE THE CONTRACTOR AND/OR HIS SUB-CONTRACTORS OF ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR SPECIFIED. 7. WHERE A SECTION OR TYPICAL DETAIL IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FOR ALL LIKE OR SIMILAR CONDITIONS UNLESS OTHERWISE NOTED. 8. GENERAL CONTRACTOR SHALL VISIT THE JOB SITE AND VERIFY ALL GRADES. DIMENSIONS, AND CONDITIONS PRIOR TO BIDDING AND COMMENCING CONSTRUCTION. ALL DIMENSIONS CONTROLLED BY EXISTING CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THE SITE. 9. GENERAL CONTRACTOR SHALL NOTIFY THE ENGINEER AND ARCHITECT IMMEDIATELY OF ANY DISCREPANCIES FOUND WITHIN THE CONTRACT DOCUMENTS. 10. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES WHETHER SHOWN HEREON OR NOT, AND TO PROTECT THEM FROM DAMAGE. THE CONTRACTOR SHALL BEAR ALL EXPENSE OF REPAIR OR REPLACEMENT IN CONJUNCTION WITH THE EXECUTION OF THIS WORK. 1 ALL CONCRETE MATERIALS AND WORKMANSHIP SHALL CONFORM TO ' CHAPTER 19 OF THE CODE AND TO ALL REOUIREMINTS OF ACI 301-96, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS, EXCEPT AS MODIFIED 3Y THE SUPPLEMENT REQUIREMENTS BELOW. 2. MIX DESIGN REQUIREMENTS: A. CEMENT SHALL BE TYPE II. B. COMPRESSIVE STRENGTH = 2.500 PSI C. CONCRETE SLUMP SHALL NOT EXCEED 5". 1 ALL REINFORCING STEEL SHALL BE SECURED IN POSITION AND INSPECTED BY THE BUILDING OFFICIAL PRIOR TO PLACING CONCRETE. MASONRY 1 ALL MASONRY MATERIALS AND CONSTRUCTION SHALL CONFORM TO CHAPTER 21 ' OF THE UNIFORM BUILDING CODE, AND TO ALL REQUIREMENTS, OF "SPECIFICATIONS FOR MASONRY STRUCTURES" (ACI 530.1/ASCE 6-S8) PUBLISHED BY THE AMERICAN CONCRETE INSTITUTE. DETROIT. MICHIGAN, EXCEPT AS MODIFIED BY THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. 2. CONCRETE MASONRY UNITS FOR HOLLOW UNIT MASONRY CONSTRUCTION SHALL BE MEDIUM WEIGHT GRADE "N" UNITS CONFORMING WITH ASTM C-90. SEE ARCHITECTURAL'FOR TYPE (FINISH). PATTERN, AND JOINT DETAILS. PROVIDE RUNNING BOND U.O.N. CONCRETE MASONRY UNITS SHALL HAVE AN ULTIMATE COMPRESSIVE STRENGTH = 1900 PSI. 3. MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY MIXED. MORTAR SHALL BE TYPE "M" OR "S" WITH A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 1.800 PSI AT 28 DAYS. 4 GROUT SHALL BE PROPORTIONED BY VOLUME AND SHALL HAVE SUFFICIENT WATER ADDED TO PRODUCE CONSISTENCY FOR POURING WITHOUT SEGREGATION. GROUT SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH (F'c) OF 2.000 PSI AT 28 DAYS. PROVIDE CLEAN OUT OPENINGS WHERE GROUT LIFT EXCEEDS 4'-0". 5. GROUT ALL CELLS. UNLESS OTHERWISE NOTED. 6. ALL REINFORCING STEEL SHALL BE SECURED IN POSITION PRIOR TO GROUTING. 7. PROVIDE CONTROL JOINTS AT 48'-0" o.c. MAX. ^ 8 SPECIAL INSPECTION IS NOT REQUIRED FOR MASONRY IN. ACCORDANCE WITH CODE SECTION 1701.5.7.2 (EXCEPTION). THE DESIGN STRESSES ARE 50% OF CODE ALLOWABLE STRESSES IN ACCORDANCE WITH CODE SECTION 2107.1.2. REINFORCING STEEL 1. REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60 U.O.N. 2. BARS SHALL BE CLEAN OF MUD. OIL OR OTHER COATINGS LIKELY TO IMPAIR BONDING. 3. ALL REINFORCING SHALL BE SECURED IN PLACE PRIOR TO PLACING CONCRETE OR GROUTING MASONRY. 4. REINFORCING STEEL SHALL BE SPLICED AS SHOWN OR NOTED/SPLICES AT OTHER LOCATIONS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER. ALL VERTICAL WALL REINFORCEMENT SHALL BE CONTINUOUS BETWEEN SPLICE LOCATIONS SHOWN IN THE DETAILS. 5UMIT DESIGN Sumit Job No. 01-110 Structural Calculations For: Chinquapin Avenue Parcel 1, 2, 3, 4 Carlsbad, CA City of CARLSBAD BUILDING DEPT. 5UMIT DESIGN Project: 01-110 Date: Jun-02 Page TOC Table of Contents Design Criteria 4'-0" high CMU Wall Design 6'-0" high CMU Wall Design 8'-0" high CMU Wall Design 1 2 3 4 New Projsctl V su r (\.^ ^^^j Project: — Date: MIT D6SBGN Page 01-110 Jun-02 1 Design Criteria Design Code: Uniform Building Code, 1997 Edition Steel:Structural ASTM A36 for channels, angles, and misc ASTM A572 for wide flange beams Pipe ASTM A53 Tube Steel ASTM A500 Bolts ASTMA307 Fy = 36 ksi Fy = 50ksi Fy = 35 ksi Fy = 46 ksi Lumber: Visually Graded Douglas Fir All sawn lumber shall be DF #1 Glu-lam Beams - Visual Comb. 24f-V4 & -V8 Hardware: Simpson Strong-Tie Concrete: Type II Cement f c = 2500 psi at 28 days Rebar: ASTMA615- Grade 60 U.O.IM. ASTM A706 - Grade 60 for welded rebar Masonry: CMU units: Grade "N" Mortar: Type "S" fm: 1,500 psi . New Pmjectl l( Title ; Chinquapin Ave Job # . Dsgnr: Description.... 4' wall Date: JUN 16,2002 Cantilevered Retaining Wall Design RetainPro V5.0.3 (c) 1989-98 Retain Pro Criteria 1 Soil Data 1 Footing Strengths &Dimensions J Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wai = 0.00:1 Height of Soil over Toe = 6.00 in Soil Density = 120.00 pcf Wind on Stem = 0.0 psf Allow Soil Bearing = 1,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing||Soil Frictior Soil height to ignore for passive pressure 30.0 psf/ft 30.0 psf/ft 100.0 psf/ft 0.0ft = 0.300 0.00 in fc = 2,000 psi Fy = Min. As% Toe Width Heel Width Total Footing Widtr Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover @ Top = 2.00 in 60,000 psi 0.0018 1.50ft 0.67 2.17 12.00 in 12.00 in 12.00 in .0.00 ft. ! Btm.= 3.00 in Design Summary ^ Total Bearing Load = 1 ,002 Ibs ...resultant ecc. = 4.27 in Soil Pressure @ Toe = 918 psf OK Soil Pressure @ Heel = 7 psf OK Allowable = 1,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = . 1,125 psf ACI Factored @ Heel = 9 psf Footing Shear @ Toe = 6.5 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 76.0 psi Wall Stability Ratios Overturning = 1.75 QK Sliding = 163 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 341. 3 Ibs less 100% Passive Force= - 312.5 Ibs less 100% Friction Force = - 300.6 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results | Factored Pressure = 1,125 JFpsf Mu' : Upward = 0 0 ft-# Mu' : Downward = 0 0 ft-# Mu: Design = 543 Oft-# Actual 1 -Way Shear = 6.53 0.00 psi Allow 1-Way Shear = 76.03 0.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Summary of Overturning & Resisting Stem Construction | Top stem Design height ft = Wall Material Above "Hf1 = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = fb/FB + fa/Fa : Total Force @ Section Ibs = Moment.. ..Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Bar Embed ABOVE Ht. in = Bar Embed BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Stem OK 0.00 Masonry 8.00 #4 24.00 . Center • 0.709 236.3 319.4 450.3 5.8 19.4 . - 12.00 6.00 78.0 3.75 fm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n1 = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Forces & Moments I Item OVERTURNINGForce Distance Moment Ibs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 375.0 -33.8 1.67 0.50 625.0 -16.9 Total = 341.3 O.T.M. = 608.1 Resisting/Overturning Ratio = 1.75 Vertical Loads used for Soil Pressure = 1,002.0 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel : Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem: Soil Over Toe . Surcharge Over Toe . Stem Weight(s) Earth @ Stem Transitions. Footing Weight Key Weight '. Vert. Component . RESISTING Force Distance Moment Ibs ft ft-# 2.17 90.0 312.0 325.0 150.0 0.00 0.75 1.83 1.08 0.50 67.5 572.0 352.1 75.0 Total =877.0 Ibs R.M.=1,066.6 z,\ 375.# ri883psf 917.73psf S.in Mas w/ #4 @ 24.in o/c Solid Grout, .in @Toe Designer select Lin all horiz. reinf. Heel See Appendix A 4'-0"4'-0" 3" r-o"rrr r-6" 8-< ^~*» 2'-2" r-o" Title : Chinquapin Ave Job # . Dsgnr: Description.... 6' wall Date: JUN 16,2002 Cantilevered Retaining Wall Design RetainPro V5.0.3 (c) 1989-98 Retain Pro Criteria 1 Soil Data 1 Footing Strengths & Dimensions | Retained Height - 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wai = 0.00:1 Height of Soil over Toe = 6.00 in Soil Density = 120.00 pcf Wind on Stem = 0.0 psf Allow Soil Bearing =1,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing||Soil Frictior Soil height to ignore for passive pressure 30.0 psf/ft 30.0 psf/ft 100.0 psf/ft 0.0ft = 0.300 = 0.00 in fc = 2,000 psi Fy = Min.As% = Toe Width = Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = Cover @ Top = 2.00 in i 60,000 psi 0.0018 3.33ft 0.67 4.00 12.00 in 12.00 in 24.00 in 0.00 ft ! Btm.= 3.00 in Design Summary | | Stem Construction | Top Stem Total Bearing Load .. .resultant ecc. 1,812 Ibs 6.26 in Soil Pressure @ Toe = 809 psf OK Soil Pressure @ Heel = 98 psf OK Allowable = 1,000 psf Soil Pressure Less Than Allowable Design height Wall Material Above "HI" Thickness Rebar Size Rebar Spacing Rebar Placed at Stem OK ft= 0.00 = Masonry 8.00 = # 5 8.00 = Edge ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding 979 psf 119 psf 10.7 psi OK 0.0 psi OK 76.0 psi 2.00 1.57 OK OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = less 100% Passive Force= less 100% Friction Force= Added Force Req'd = ....for 1.5:1 Stability = 701.3 Ibs 612.5 Ibs 543.7 Ibs 0.0 Ibs OK 0.0 Ibs OK Footing Design Results Factored Pressure Mu1: Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 979 0 0 1,835 10.67 76.03 None Spec'd None Spec'd None Spec'd Heel 119 psf Oft-# Oft-# Oft-# 0.00 psi 0.00 psi uediyil Llcua — • fb/FB + fa/Fa Total Force @ Section Moment... .Actual Moment Allowable Shear Actual Shear Allowable Bar Embed ABOVE Ht. Bar Embed BELOW Ht. Wall Weight Rebar Depth 'd' fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. ~ lbs = ft-# = = psi = psi = in = in = •' = in = psi = psi = .= = = = in = 0.819 536.3 1,079.4 1,317.2 10.0 19.4 14.81 6.00 - 78.0 5.25 1,500 24,000 Yes ' . - No . 25.78 1.000 7.60 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr . Key: Not req'd, Mu < S * Fr Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 735.0 -33.8 2.33 0.50 1,715.0 -16.9 Total = 701.3 O.T.M. = 1,698.1 Resisting/Overturning Ratio = 2.00 Vertical Loads used for Soil Pressure = 1,812.3 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe . Surcharge Over Toe Stem Weight(s) '. Earth @ Stem Transitions. Footing Weight . Key Weight ! Vert. Component RESISTINGForce Distance Moment Ibs ft_ ft-# 4.00 199.8 468.0 599.5 300.0 0.00 1.67 3.66 2.00 0.50 332.7 1,714.4 1,198.0 150.0 Total •1,567.3 Ibs R.M.=3,395.1 S.I 735.# 98.331 psl 808.57psf 8.in Mas w/ #5 @ S.in o/c Solid Grout, #0@0.in @Toe Designer select Lln all horiz. reinf. Heel See Appendix A r-o-S'-O" 3'-4"8" 4'-0" 6'-0" T 6'-0- r-0" 2'-0" Title : Chinquapin Ave Job# . Dsgnr: Description.... 8' wall Date: JUN 16,2002 Cantilevered Retaining Wall Design RetainPro V5.0.3 (c) 1989-98 Retain Pro Criteria i Soil Data Retained Height = 8.00 ft Wall height above soil = 0.00 ft Slope Behind Wai = 0.00:1 Height of Soil over Toe = 6.00 in Soil Density = . 120.00 pcf Wind on Stem =0.0 psf Allow Soil Bearing = 1,000.0 psf Equivalent Fluid Pressure Method I I Footing Strengths & Dimensions Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing||Soil Frictior Soil height to ignore for passive pressure 30.0 psf/ft 30.0 psf/ft 100.0 psf/ft 0.0ft = 0.400 = 0.00 in fc = 2,000 psi Fy = Min. As % Toe Width Heel Width = Total Footing Widfr = Footing Thickness = Key Width = Key Depth = Key Distance from Toe = Cover ©Top = 2.00 in 60,000 psi 0.0018 4.50ft 1.00 530~ 12.00 in 16.00 in 27.00 in 0.00ft ! Btm.= 3.00 in Design Summary I | Stem Construction | Top stem Total Bearing Load = 2,906 Ibs ...resultant ecc. = 5.92 in Soil Pressure @ Toe = 813 psf OK Soil Pressure @ Heel = 244 psf OK Allowable = 1,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 885 psf ACI Factored @ Heel = 266 psf Footing Shear @ Toe = 14.9 psi OK Footing Shear @ Heel = 0,0 psi OK Allowable = 76.0 psi Wall Stability Ratios Overturning = 219 OK Sliding = 154 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,181.3 Ibs less 100% Passive Force= - 703.1 Ibs less 100% Friction Force= - 1,1 62.4 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5:1 Stability = 0.0 Ibs OK Footing Design Results | Toe Heel Factored Pressure = 885 266 psf Mu' : Upward = 0 0 ft-# Mu' : Downward = 0 0 ft-# Mu: Design = 4,351 Oft-# Actual 1 -Way Shear = 14.91 0.00 psi Allow 1 -Way Shear = 76.03 0.00 psi Toe Reinforcing = #5 @ 16.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Design height ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = fb/FB + fa/Fa Total Force @ Section Ibs = Moment.. ..Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Bar Embed ABOVE Ht. in = Bar Embed BELOW Ht. in = Wall Weight psf = Rebar Depth 'd' in = Stem OK 2.00 Masonry 8.00 # 5 8.00 Edge 0.820 540.0 1,080.0 1,317.2 . 10.0 19.4 14.82 14.82 78.0 5.25 fm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: #4@ 13.25 in, #5@ 20.50 Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr 2nd Stem OK 0.00 Masonry 12.00 : # 5 16.00 ; Edge 0.999 956.3 2,559.4 2,563.0 9.7 19.4 20.25 7.92 124.0 9.00 1,500 24,000 , Yes No 25.78 1.000 11.60 in, #6@ 29.00 in, #7@ 39.25 in, #8@ 48.25 in, #9@ 4 Summary of Overturning & Resisting Forces & Moments OVERTURNING Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil Total Resisting/Overturning = = = = = = = Force Ibs 1,215.0 -33.8 1,181.3 Ratio Vertical Loads used for Soil Pressure Distance ft 3.00 0.50 O.T.M. = = 2. 2.906.0 Moment ft-# 3,645.0 -16.9 3,628.1 19 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Soil Over Toe Surcharge Over Toe Stem Weights) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Total = = = = = _ _ = - = = = RESISTING Force Ibs 270.0 716.0 240.0 825.0 450.0 2,501.0 Distance ft 5.50 : 0.00 . 2.25 4.89, 5.33 2.75 0.67 Ibs R.M.= Moment ft-# 607.5 3,502.0 1,280.0 2,268.7 300.0 7,958.2 1215.# Pp= 703.13* 243.96psf 812.77psf v.z 6" #5@16.in @Toe 12.in Solid Grout, Masw/#5@ 16.ino/c Solid Grout, 1 i ///. '///w \ \ /ty/, V ^Ys P^" "* 23/4" 6'-0" '/A V ;^% ^/ i ^_ 2'-0"^^3"2" ^^^^^^^^^^^^^^^ i ' Designer select #0@0.in all horiz. reinf. @ Heel See Appendix A Ti»^*v M,"^'-^^=Ja£*" * ~'s;j£^ ^.:J|£,, » -*-~ zs? "*t; ^ yfRj ^S^ - rf* "$ r-4- -^ "^ £ •, -at JT*.^ , 'f i^ r-0"' , 3" 1 t 2'3". . * i 4'-2" 4'-6"r-0"-- *- 5'-6" L J 8'-0' L 1 ' ) L J 8'-0" r i I 1