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HomeMy WebLinkAbout121 CHINQUAPIN AVE; ; CB020937; PermitVQ 05-22-2002 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No: CB020937 Building Inspection Request Line (760) 602-2725 Sob Address: Permit Type: Parcel No: -Valuation: [Reference #: Project Title: 121 CHINQUAPIN AV CBAD RETAIN 2060700400 Lot #: 1 $2,552,00 Construction Type: NEW 162 SF- WALL-PREPARE FOR GRADE Status: ISSUED Applied: 03/28/2002 Entered By: RMA Plan Approved: 05/22/2002 Issued: 05/22/2002 Inspect Area: Applicant: HAMMOND SECURITIES Owner: 774? 05/22/02 0002 01 CGF" 02 51.55 949 \J' ' 360-1005 Total Fees: $76.55 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Strong Motion Fee Renewal Fee Add'l Renewal Fee J Other Building Fee ', Additional Fees ' ••' • V> --. ; , \ /' ' ' / , v : ' ' * ,„ : /••• . - •:•'. Total Payments To Date: $25.00 Balance! Due: $51.55 $45.79 $0.00 . $29.76 $0.00 $1.00 $0.00 $0.00 $0.00 $0.00 TOTAL PERMIT FEES $76.55 Inspector: FINAL APPROVAL Date: ^ /20/Q-2.Clearance: NOTICE: Please take NOTICE that 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 PN CITY OF CARSLBAD PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., CarJsbad, CA 92008 FAX NO. 760 602 8558 P. 02 FOR OFFICE USE ONLY PLAN CHECK EST. VAL, i^ioi^"v"Av':e^''rtoLt3ffer9s""1 Plan Ck. Deposit Validated ByA Date Address (include Bldg,Business Nemo is addcass) A TW Ho .-9ft- Legal Description __,-070-64-Subdivision Nome/Number se No Total * of units arcel »Existing Us.• /( JL Proposed Use. Ai Description of Work SQ. FT.fofStdries f of Bedrooms f of'Bathrooms n. • tftM/yN im\M Vb t^UMw^ Namo Address s^g-guufu/? Cfl. ^ U-C City State/Zi Namo Address City State/ZipV ephone f Co Name Stot Telephone »Address I Cily - * (Sec. 7031 .E Business and Professions Code: Any City or County which oquirss a parmit to construct, altar, improve, demolish or repair any structure, prior to its issuance, also requires the applicant far such permit to flic a signed statement thnt he is licensed pursuant to the provisions of the Contractor's Ucense Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and ProfetJionj Code] or That he is exempt thorafrom, and the basis for the alleged exemption. Any violation of Section 7031 .6 by any applicant for a parmit subjects the applicant to a civil penalty of not more than five hundred dollars 186001). Nama Stata License f Address License Class City State/Zip City Business License t Telephone ff Designer Name Stati) License C Address City State/Zip Telephone '• :;:^ •••-• <•••• • ' •••'•', ' • .-•-••" -.. Workers'Compensation Declartiion: I hereby affirm under penalty of perjury one of the following declarations: Q I have and will maintain a certificate of consent to solf-lnsure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit Is Issued. Q I hove and will maintain workers' compensation, at required by Section 3700 of the Labor Code, for the performance of the work for which this 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) , G CERTIFICATE OF EXEMPTION: I certify that In the performance of the work for which this permit ia issued. I ahall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to aacura wortort' compensation coverage la unlawful, and shall subject an employer to criminal panallle* and civil fine* up to one hundred thoujand dollars (t 100.000). In addition to the coat of companiatlon, damage* •* provided for In Section 3706 of the Labor code, Interait and attorney's feu. SIGNATURE •• DATE. I hauiby 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 tha structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Low 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 aale. If. however, the building or improvement IB sold wjthin one year of completion, the owner-builder will have tha burden of proving that h« did not build or improvo for the purpose of sala). O^ I, as owner of the property, am exclusively contracting with licensed contractors' to construct tha project (Sec. 7044, Business and Professions Coda: The Contractor's Licenae Law doas not apply to an owner of property who builds or improves thereon, and contracts for such projects with contrector(s) licensed pursuant to the Contractor's License Lew). *• L_ I am exempt under Section ___________ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES Q_fNO 2. I jKivefV news-net) signed an application for a building permit for the proposed work. I ha contra bfr ed with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): ' 4. I plan to provide portions of the work^ but I havo.hired the following person to coordinate, supervise and provide the major work (include name / address / phone ): To Ifl-g. fpnumber / contractors license number):t Wll/vUJ O 6. I will provide some of th» work, but I have contracted (hired) the following persons to provide the work indicated (include name / address I phone number / typeof work): ' v "' '"• " ' **-*** PROPERTY OWNER SIGNATURE Is tho applicant or future building occupant required to submit • business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 26606, 26633 or 26S34 of tha 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 air quality management district? Q YES (_| NO Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? Q YES C] 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. ;»&;:ttM3tnue*io*^ :, .;;,.. -.;:. :..;-.. ::;:':•. .•••• •'•'• •.. • •. .. I hereby affirm that there la a construction landing agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME . _ LENDER'S ADDRESS _ _ S^^ ^•^^^•,^^^^i^;:~~^.. ., : :&.- '. ••• ' ;.- -£ ,;~ -i; . V ":." ;." ...-.:. • .•.'.:• .f. ;•.„•..• .•;•., '...,: . '; >'• . I certify that I have read the application and state that tha above. information Is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State lawa relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon tha above mentioned property for inspection purposes. I ALSO AQREE 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 CONSEOUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit ia required for excavations over S'O" deep end demolition or construction of structures over 3 jtoric* in height. EXPIRATION; Every permit Issued by the building Official under the provisions of (hie Cods shall expire by limitation and become null and void if ihe building or work authorized by such permit is not commenced within 180 days from the date of auch permji-or It me building oovork authorized by sucn permit is suspended or abandoned at any time after the work is commenced for a period of 1BO days (Section 106.4.4 Upij6rrr) Building Co APPLICANT'S SIGNATURE faw-YV^A Sm^uP-M >Q .• , (JLC DATE WHITE; File YELLOW: Applicant PINK: Finai Inspection List Permit*: CB020937 Type: Date Inspection Item 11/21/200269 07/22/2002 62 07/22/2002 66 07/18/2002 61 07/18/2002 66 07/10/2002 62 07/10/2002 66 07/09/2002 62 07/02/2002 62 07/02/2002 65 06/28/2002 61 Final Masonry Steel/Bond Beam Grout Footing Grout Steel/Bond Beam Grout Steel/Bond Beam Steel/Bond Beam Retaining Walls Footing RETAIN Inspector Act PY PY PY PY PY PY PY PY PY PY PY AP we AP we AP we AP NS we AP AP 162 SF- WALL-PREPARE FOR GRADE Comments OK TO GROUT 2ND LIFT 1ST LIFT Thursday, November 21, 2002 Page 1 of 1 City tjf Carlsbad Public Works — Engineering BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECK NUMBER: CB Q 111BUILDING ADDRESS: PROJECT DESCRIPTION: Retaining Wall ASSESSOR'S PARCEL NUMBER: 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\DOCSCHKLST\Retaining Wall Building Plancheck Ckllst Form KF.doc 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2720 • FAX (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 D. Easements E. Retaining Wall (location and height) Q 2. Show on site plan: A. Drainage Patterns B. Existing & Proposed Slopes C. Existing Topography 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: Q 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\CHKLSTOietaining Wall Building Plancheck Cklist Form DR doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB DATE ADDRESS RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR PLAZA CAMINO REAL oocs/Misf onm/Pianmng Engineering Approvals CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER DATE ENGINEER DATE -o SUMIT DESIGN SumitJobNo. 01-110 Structural Calculations For: Chinquapin Avenue Parcel 1, 2, 3, 4 Carlsbad, CA <* & SUMIT DESIGN Project: 01-110 Date: Jun-02 Page TOC Table of Contents Design Criteria 4-0" high CMU Wail Design 6'-0" high CMU Wall Design 8'-0" high CMU Wall Design 1 2 3 '4 New Project! '• » V su ^^ N ^^^ \S Project: V . Date: MIT DESIGN 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 ASTMA500 Bolts ASTMA307 i Fy = 36Jksi Fy = 5o!!ksi Fy = 35| ksi Fy = 46[: ksi Lumber: Visually Graded Douglas Fir All sawn lumber shall be DF # 1 Giu-lam Beams - Visual Comb. 24f-V4 & -V8 Hardware: Simpson Strong-Tie Concrete: Typed Cement f'c = 2500 psi at 28 days Rebar: ASTM A615- Grade 60 U.O.N. ASTM A706 - Grade 60 for welded rebar Masonry: CMU units: Grade "N" Mortar: Type "S" f'm: 1,500 psi . New Prpjectl {f Title : Chinquapin Ave Job # '. Dsgnr: Description.... 4' wall Date: JUN 16,2002 Cantilevered Retaining Wall Design RetainPrd V5.0.3 (c) 1989-98 Retain Pro Criteria | Soil Data 1 Footing Strengths & Dimensions | 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 psi 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 Win. As % Toe Width Heel Width ! = Total Footing Width = Footing Thickness = Key Width * Key Depth [ = Key Distance frorri Toe = Cover® Top = {2.00 in Fy =60,000 psi 0.0018 1.50ft 0.67 2.17 12.00 in 12.00 in 12.00 in 0.00ft ! 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 = 1,1 25 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 = 1.63 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 341. 3 Ibs less 100% Passive Force= - 31 2.5 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 | Toe Heel Factored Pressure = 1,125 9 psf Mu': Upward = 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 J 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 = f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Medium 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 Stem OK . , - 0.00 Masonry ; 8.00#4 : 24.00 . , Center 0.709 ] 236.3 319.4 450.3 !' 5.8 19.4 • i ' . ' '• 12.00 : 6.00 78.0 3.75 j 1,500 24,000 Yes No 25.78 1.000 7.60 . Weight • ' ' . • ' i i 1 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 Weighl . Key Weight '. Vert. Component . RESISTINGForce 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.# T1883psf 917.73psf 8.in Mas w/ #4 @ 24.in o/c Designer select '•'n all horiz. reinf. Heel See Appendix A r-o" r-e- -2" 8"«**- 4'-0"4'-O T 3" r-o" Title : Chinquapin Ave Job # . Dsgnr: Description.... 6' wall 3 Date: JUN 16,2002 Cantilevered Retaining Wall Design RetainPro V5.0.3 (c) 1989-98 Retain Pro Criteria ) 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 Design Summary l| Total Bearing Load = 1,812 Ibs ...resultant ecc. = 6.26 in Soil Pressure @ Toe = 809 psf OK Soil Pressure @ Heel = 98 psf OK Allowable = 1,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 979 psf ACI Factored ©Heel = 119 psf Footing Shear @ Toe = 10.7 psi OK Footing Shear @ Heel = o.O psi OK Allowable = 76.0 psi Wall Stability Ratios Overturning = 2.00 OK Sliding = 1.57 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 701 .3 Ibs less 100% Passive Force= - 612.5 Ibs less 100% Friction Force= - 543.7 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 = 979 119ps Mu1 : Upward = 0 0 fM Mu' : Downward = 0 0 fM Mu: Design = 1,835 Oft-* Actual 1 -Way Shear = 10.67 0.00 ps Allow 1-Way Shear = 76.03 0.00 ps Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Soil Data | Allow Soil Bearing = 1 ,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 30.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure - 100.0 psf/ft Water height over heel = 0.0 ft Footing||Soil Frictior = 0.300 Soil height to ignore for passive pressure = 0.00 in Stem Construction 1 Top stem Footing Strengths & Dimensions | fc = 2,000 psi Fy = 60,000 psi Min.As% = 0.0018 Toe Width = 3.33ft Heel Width = 0.67 Total Footing Widtt = 4.00 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 24.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 2.00 in @ Btm.= 3.00 in Design height ft= 0.00 Wall Material Above 'Hf = Masonry Thickness = 8.00 ' .. RebarSize = # 5 Rebar Spacing = 8.00 Rebar Placed at = Edge fb/FB + fa/Fa = 0.819 Total Force @ Section Ibs = 536.3 Moment....Actual ft-#= 1,079.4 Moment Allowable = 1,317.2 Shear Actual psi = 10.0 Shear Allowable psi= 19.4 Bar Embed ABOVE Ht. in = 14.81 Bar Embed BELOW Ht. in = 6.00 Wall Weight = 78.0 Rebar Depth 'd1 in= 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 f fc 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 OVERTURNINGForce Distance Moment Item Ibs ft ft-# Heel Active Pressure = 735.0 2.33 Toe Active Pressure = -33.8 0.50 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 1,715.0 Soil Over Heel -16.9 Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Ste Soil Over Toe Surcharge Over Toe Stem Weiahtts) Total = 701.3 O.T.M. = 1.698.1 Earth @ Stem Transitior Resisting/Overturning Ratio = 2.00 Footing Weight Vertical Loads used for Soil Pressure = 1,812.3 Ibs Key WeightVert Component Vertical component of active pressure used for soil pressure Tot r RESISTINGForce Distance Moment Ibs ft ft-# 4.00 n= 0.00 = 199.8 1.67 332.7 = 468.0 3.66 1,714.4is _ 599.5 2.00 1.198.0 300.0 0.50 150.0 al = 1.567.3 Ibs R.M.= 3,395.1 3,1 735.# 98.331psf 808.57psf fi" ^^^^•^^^^^^^••>>:*: @0.in Toe Designer select @°-in all horiz. reinf. Heel See Appendix A &&:$:£: ^^^ « &•"•& *^ **?% II -^-_ _ •_ — Solid Grout, %^^»g^sags% f -T1** *±r£ ^T1 -, L- - -i£'%\* 1 - • 3'-0" 3'-4' 4'-0" I1i ^vfvJv55? -^ :M OgX • 8"^ i — t 1 1 ^! ^ ^% •-i. - •• pr ^f 2 3/4" ff-O" 2" ^T r-o" 3" . f 2'-0"', ' ' &-0" -y- 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 Soil Data ]| I Footing Strengths & Dimensions Retained Height = 8.00 ft Wall height above soil = 0.00ft 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 = 0.400 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 - 2.00in 60,000 psi 0.0018 4.50 ft 1.00 5.50 12.00 in 16.00 in 27.00 in 0.00ft ! Btm.= 3.00 in Design Summary 1 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-°00 psfSoil 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 /Vail Stability Ratios Overturning = 2.19 OK Sliding ' = 1.54 OK Hiding Caics (Vertical Component Used) Lateral Sliding Force = 1,181.3 Ibs less 100% Passive Force= - 703.1 Ibs less 100% Friction Force= - 1,162.4 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 Mu1 : 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 Stem Construction | Top Stem 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 = f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Medium Concrete Dataf c psi = Fy psi = Other Acceptable Sizes & Spacings Stem OK2.00 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 1,500 24,000 Yes No 25.78 1.000 7.60 Weight 2nd Stem OK0.00 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 Toe Reinforcing Heel Reinforcing Key Reinforcing #5@ 16.00 in None Spec'd None Spec'd Toe: #4@ 13.25 in, #5@ 20.50 in, #6@ 29.00 in, #7@ 39.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Summary of Overturning & Resisting Forces & Moments Item ..... OVERTURNING .....Force Distance MomentIbs n ft-# ..... RESISTING .....Force Distance Ibs ft Moment Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 1,215.0 -33.8 3.00 0.50 3,645.0 -16.9 Total = 1,181.3 O.T.M. = 3,628.1 Resisting/Overturning Ratio = 2.19 Vertical Loads used for Soil Pressure = 2,906.0 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 Total •• 5.50 1 = = — = = 270.0 716.0 , 240.0 825.0 450.0 0.00 2.25 4.89 5.33 2.75 0.67 607.5 3,502.0 1,280.0 2,268.7 300.0 2,501.0 Ibs R.M.=7,958.2 Pp=703.13# 1215.# 243.96psf 812.77psf 8.in Mas w/ #5 @ 8.in o/c Solid Grout, Designer select #0@0.in all horiz. reinf. @ Heel See Appendix A 1'-4" * ^T*- 4'-2" 4'-6"r-o"4—»> 5'-6" 6'-0" 2'-0- 2'-3" 8'-0" T 8'-0" SUMIT DESIGN Project: OMl*> Date: __! Page: L 1/2 CUBIC FOOT OF PEA GRAVEL PER FOOT OF WALL WRAPPED IN FILTER FABRIC (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 26" MIN. WITH WALL VERTICALS. WALL SCHEDULE "H" 4'-0" 6'-0" VERTICAL BARS #4 AT 24" o.c. #5 AT 8" o.c. "W1" 2'-2" 4--0- "W2" r-o" 1'-0" •a- r-o" 2'-0" CMU WALL SECTION 5UMIT DESIGN Project: Date: Page: TYP #4 AT 24" o.c. HORIZONTAL- #5 AT 16" o.c. VERTICAL 1/2 CUBIC FOOT OF PEA GRAVEL PER FOOT OF WALL WRAPPED IN FILTER FABRIC • (2) #4 CONT -8" CMU (SOLID GROUTED) #4 AT 24" o.c. HORIZONTAL #5 AT 8" o.c. VERTICAL 12" CMU (SOLID GROUTED) OMIT MORTAR IN VERTICAL JOINT OF FIRST COURSE ONLY (FOR DRAINAGE).' •#4 AT 18" o.c. CLR- 5'-6" CMU WALL SECTION SUMIT DESIGN Project: Date: Page: GENERAL NOTES:CONCRETE SOIL PROFILE = TYPE S WIND SPEED - 70 M.P.H. WIND EXPOSURE - C 1. DESIGN CRITERIA: ' DESIGN CODE: 1997 U.B.C. SEISMIC ZONE = 4 NEAR SOURCE FACTOR Na = 1.0 NEAR SOURCE FACTOR Nv = -1.2 2. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER THESE GENERAL NOTES. 3. ALL. MATERIALS AND WORK PERFORMED SHALL CONFORM WITH THE REQUIREMENTSOF THE :1997 BUILDING CODES AND GOVERNING BUILDING ORDINANCES. 4. NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE ANDWRITTEN CONSEW OF THIS ENGINEER. 5. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHEDSTRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THECONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELYRESPONSIBLE 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 ARCHITECTOR ENGINEER SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURESOR THE CONSTRUCTION PROCEDURES. 6. AW REFERENCE TO THE WORDS APPROVED. OR APPROVAL IN THESE DOCUMENTSSHALL BE HERE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW AND SHALLNOT RELIEVE THE CONTRACTOR AND/OR HIS SUB-CONTRACTORS OF ANY LIABILITYIN FURNISHING THE REQUIRED MATERIALS OR LABOR SPECIFIED. 7. WHERE A SECTION OR TYPICAL DETAIL IS SHOWN FOR ONE CONDITION, IT SHALLAPPLY 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 COMMENCINGCONSTRUCTION. ALL DIMENSIONS CONTROLLED BY EXISTING CONDITIONS SHALL BEVERIFIED BY THE CONTRACTOR AT THE SITE. 9. GENERAL CONTRACTOR SHALL NOTIFY THE ENGINEER AND ARCHITECT IMMEDIATELYOF ANY DISCREPANCIES FOUND WITHIN THE CONTRACT DOCUMENTS. 10. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTINGUTILITIES WHETHER SHOWN HEREON OR NOT, AND TO PROTECT THEM FROMDAMAGE. THE CONTRACTOR SHALL BEAR ALL EXPENSE OF REPAIR ORREPLACEMENT IN CONJUNCTION WITH THE EXECUTION OF THIS WORK. 1 ALL CONCRETE MATERIALS AND WORKMANSHIP SHALL CONFORM TO ' CHAPTER 19 CF THE CODE AND TO ALL, REQUIREMINTS OF ACI 301-96, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS, EXCEPT AS MODIFIED 3Y THE SUPPLEMENT REQUIREMENTS BELOW. 2. MIX DESIGN REQUIREMENTS: A. CEMENT SriULL BE TYPE II. B. COMPRESSIVE STRENGTH = 2.500 PSI - C. CONCRETE SLUMP SHALL NOT EXCEED 5". 3 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 6-88) 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" Oft "S" WITH A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF1.800 PSI AT 28 DAYS. 4 GROUT SHALL BE PROPORTIONED BY VOLUME AND SHALL HAVE SUFFICIENTWATER ADDED TO PRODUCE CONSISTENCY FOR POURING WITHOUT SEGREGATION. GROUT SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH (F'c) OF 2,000 PSI AT28 13AYS. PROVIDE CLEAN OUT OPENINGS WHERE GROUT LIFT EXCEEDS 4'-Q". 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% OFCODE 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 VEFiTICAL WALL REINFORCEMENT SHALL BE CONTINUOUS BETWEEN SPLICE LOCATIONS SHOWN IN THE DETAILS.