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HomeMy WebLinkAbout125 CHINQUAPIN AVE; ; CB020934; Permit05-22-2002 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No: CB020934 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: .Reference #: Project Title: 125 CHINQUAPIN AV CBAD RETAIN 2060700400 Lot #: 2 $3,071.00 Construction Type: NEW 195 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 co LLC •STE 200 ;23807 AILISO CREEK RD 92607 '949360-1005 Owner: 7747 05/22/02 0002 01 02 CGF" 64.26 Total Fees:$89.26 Total Payments To Date:$25.00 Balance Due:$64.26 Building Permit Add I Building Permit Fee Plan Check Add I Plan Check Fee Strong Motion Fee Renewal Fee Add'l Renewal Fee Other Building Fee Additional Fees TOTAL PERMIT FEES $53.49 $0.00 $34.77 $0.00 $1.00 $0.00 $0.00 $0.00 $0.00 $89.26 Inspector: FINAL APROVAL Date l'l-1*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 von 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., CarJsbad, CA 92008 FAX NO. 760 602 8558 P. 02 FOR OFFICE USE ONLY PLAN CHECK EST. VAL.: Plan Ck. Deposit Validated Bv . Date 2 Address (include iness Name (Bt This addiess) Subdivision N & se No.Total * of units Assesses Parcel »'(Tin Proposed Use.25 „ 00 Description of Work SQ. FT*.fiit-Stopes » of Bedrooms * of Bathrooms ^.^." : |--/.o^ I TMA • c^vM^W Q fmAMWWA ^taa.^4^ CftoU'Narno Address .»• City Stata ^ ^-ii:::- • .•.:>;:„o ^ Telapnor>a Ntma Address City State/Zip Telephone to •:.:s;:^ V'S Nama Address / Cily " Stat Telephone* (Sec. 7031.6 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 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 (9800)).^r j i Tr ., ! \o SeK- NBm» State License * Address License Class City State/Zip ! City Business License ff Telephone f Designer Name Statei License U Address City State/Zip :Telephone ^^Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q I have and will maintain a certificate of consent to self-Insure 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 have and will maintain workers' compensation, as 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 («1001 OA LESS! . Q CERTIFICATE OF EXEMPTION: I certify that In tha performance of the work for which this permit is issued. I shall not employ any person in any manner so u to become subject to the Workers'Compensation Laws of California. ' WARNING: Failure to aacure worfcme' compensation coverage la unlawful, and shall lubjact an employer to criminal penalties and civil fine* up to one hundred thounend dollars (4100.000). In addition to the coat of compensation, damages as provided for In Section 3706 of the Labor coda, Intaraat and attorney's fees. SIGNATURE • '• DATE ! I hernby affirm that I am exempt from the Corrector's License Law for the following reason: : D 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 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 sala. If. however, the building or improvement is sold wjthin one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sala). FJEr I, as owner of tha property, em exclusively contracting with licensed contractors1 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(s) licensed pursuant to the Contractor's- Llcenae Law). ';'••..*• D I am exempt under Section Business and Professions Code for this reason: 7. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QjjNO 2. Iflhavel hevs-nat) signed an application for a building parmit for the proposed work. 3. I have contracted 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 workj but I have.hired tha following person to coordinate. Supervise and provide the major work (include name / address / phone number / contractors license number): \O lfX£ oljLRA WLlMJl J( ' 6. I will provide some of the work, but I have contracted (hired) the following persons/u provide j of work): • \o] v^JU QVMl>»Tv\.W-«-'( ' ' ' / T k indicated (include name / address 1 phone number / type DATEPROPERTY OWNER SIGNATURE TO/\A*Wl^(A Se.CU/n lW L0 , _, U_C 'Ju iji&MPi^^cVr&cTjoN^ Is th« applicant or future building occupant required to submit o business plan, acutely hazardous materials registration form or risk management and prevention prognm under Sections 26606, 26533 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? D YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES CD 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. j ••.&?i'fiW3TRUCTqN^^ : • Y..::: •• [ .-. ..•/•..- • • ; : ;•, : . .: : ;:'::. - •• ' 1 . . : . . I hereby affirm that there la a construction lending agency for the performance of tha work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME _ __ _ LENDER'S ADDRESS : I certify that I nave 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 hartby authorize representatives of the City of Carlsbad to emar 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 ie required for excavations over S'O* deep and demolition or construction of structures over 3 storio* in hoight. EXPIRATION: Every permit Issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if ihe building or work authorized by such permit is not commenced within tflO days from the data of such permit or IT the building or work auihoraed by sucn permit is suspended or abandoned at any time after the work is commenced lor a period of 1BO days (Section 106.4.4 uniform Building Code). Co. JJLCb.APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance Inspection List Permit*: CB020934 Type: RETAIN 195 SF WALL-PREPARE FOR GRADE Date Inspection Item Inspector Act Comments 11/21/2002 69 07/10/2002 62 07/10/2002 66 07/09/2002 62 06/28/2002 61 Final Masonry Steel/Bond Beam Grout Steel/Bond Beam Footing PY PY PY PY PY AP NS AP NS AP 2ND LIFT Thursday, November 21, 2002 Page 1 of 1 City of Carlsbad Public Works — Engineering BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECK NUMBER: CB BUILDING 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 j; 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" 92008-7314 • (76O) 602-2720 • FAX (760) 602-8562 3RD/ 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) 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) Q 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. : Page 1 H:\WORD\DOCS\CHKLST\Retaining Wall Building Plancheck Cklist Form DR.doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB DATE- ADDRESS / 7 J~~uk fVV TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR i<$ib>obb.6o) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE PAIRE COMPLETE OFFICE BUILDING OTHER PLANNER DATE ENGINEER DATE Ooo/MistonTu/Ptanmng Engineering Aoprovau su A^0•) — 1 Project: V ' Date: MIT DESIGN Page: ol-i v* •\.of^ 1/2 CUBIC FOOT OF PEA GRAVEL PER FOOT OF WALL WRAPPED IN FILTER FABRIC t\ (2) #4 CONT -8" CMU (SCUD 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 ONLY (FOR DRAINAGE). (3) #4 CONT-3" CLR "W2" "wr WALL SCHEDULE "H" 4'-0" 6'-0" VERTICAL BARS #4 AT 24" o.c. #5 AT 8" o.c. "wr 2'-2- 4'-0* "W2" v-o- 1'-0" "D" 1'-0" 2'-0" CMU WALL SECTION SUJMIT 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)CONT • 8" CMU (SOLID GROUTED) #4 AT 24" o.c. HORIZONTAL #5 AT 8" o.c. VERTICAL 12" CUU (SOLID GROUTED) OMIT MORTAR IN VERTICAL JOINT OF FIRST COURSE ONLY (FOR DRAINAGE). •#4 AT 18" o.c. V V 1 CLR.- 5'-6" CMU WALL SECTION ©• ^^^^ SUMIT DESIGN GENERAL NOTES:CONCRETE Date: Page: t*\\7Jvi 5of 3 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 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 SHALL BE TYPE II. B. COMPRESSIVE STRENGTH = 2.500 PSI C. CONCRETE SLUMP SHALL NOT EXCEED 5". 2 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 21OF 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, EXCEPTAS MODIFIED BY THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. 2. CONCRETE MASONRY UNITS FOR HOLLOW UNIT MASONRY CONSTRUCTION SHALLBE MEDIUM WEIGHT GRADE "N" UNITS CONFORMING WITH ASTM C-90. SEE ARCHITECTURAL FOR TYPE (FINISH), PATTERN, AND JOINT DETAILS. PROVIDERUNNING BOND U.O.N. CONCRETE MASONRY UNITS SHALL HAVE AN ULTIMATECOMPRESSIVE STRENGTH = 1900 PSI. 3. MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY MIXED. MORTAR SHALLBE TYPE "M" OR "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 DAYS. 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. B SPECIAL INSPECTION IS NOT REQUIRED FOR MASONRY IN ACCORDANCE WITHCODE 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 VERTICAL WALL REINFORCEMENT SHALL BE CONTINUOUS BETWEEN SPLICE LOCATIONS SHOWN IN THE DETAILS. SUMIT DESIGN Project: . Date: ^ Page: . 1/2 CUBIC FOOT OF PEA GRAVEL PER FOOT OF WALL WRAPPED IN FILTER FABRIC -. (2) #4 CGNT • 8" CMU (SCUD GROUTED) -VERTICAL BAR SEE SCHEDULE -#4 AT 24" o.c. HORIZONTAL -DOWEL TO MATCH SIZE AND SPACING OF WALL VERTS. LAP 36" MIN. WITH WALL VERTICALS. OMIT MORTAR IN VERTICAL JOINT OF FIRST COURSE ONLY (FOR DRAINAGE). (3) #4 CONT-3" CLR "W2" "Wl" WALL SCHEDULE "H" 4'-0" 6'-0" VERTICAL BARS |4 AT 24" o.c. , #5 AT 8" o.c. "Wl" 2'-2" 4'-0" "W2" r-o" l'-0" "D" I'-O" 2'-Q- CMU WALL SECTION SUMIT DESIGN Project: Dote: Page: TYP 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) 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). V V 3" CLR- 5'-6" AT 18 o.c. CMU WALL SECTION SUM IT DESIGN Project: £>M ^ Date: . Page: GENERAL NOTES:CONCRETE DESIGN CRITERIA: DESIGN CODE: 1997 U.B.C. SEISMIC ZONE = 4 NEAR SOURCE FACTOR Na = 1.0 NEAR SOURCE FACTOR Nv =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. AU. 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. THiE 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 Ic 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 CF 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 8E TYPE II. B. COMPRESSIVE STRENGTH = 2.500; PSI C. CONCRETE SLUMP SHALL NOT EXCEED 5". 2 ALL REINFORCING STEEL SHALL BE SECURED IN POSITION AND ' INSPECTED BY THE BUILDING OFFICIAL1 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" OR "S" WITH A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF1.8OO 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. -o 5UMIT DESIGN Sumit Job No. 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 Wall Design 6-0" high CMU Wall Design 8-0" high CMU Wall Design 1 2 3 4 New Project! V su r^ r\•\ ^^^) 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 ASTM A500 Bolts ASTMA307 Fy = 36ksi Fy = 50 ksi 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 ll 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 NewProlectl t( .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 psi Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing||Soil Frictior Soil height to ignore for passive pressure 30.0psf/ft 30.0 psf/ft 100.0psf/ft 0.0 ft = 0.300 = 0.00 in fc = 2,000 Min.As% = Toe Width ; = Heel Width ; = Total Footing Widtr = Footing Thickness = Key Width i = Key Depth , Key Distance from Toe = Cover® Top = ' 2.00 in Fy =60,000 psi 0.0018 1.50ft 0.67 2717 12.00 in 12.00 in 12.00 in 0.00ft I Btm.= 3.00 in Design Summary Stem Construction | Top stem Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1,002 Ibs 4.27 in 918 psf OK 7 psf OK 1,000 sf Soil Pressure Less Than Allowable Design height Wall Material Above 'Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Stem OK 0.00ft = = Masonry 8.00 #4 24.00 = Center ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Wall Stability RatiosOverturning = Sliding = Sliding Calcs (Vertical Component Used) 1,125 psf 9 psf 6.5 psi OK 0.0 psi OK 76.0 psi 1.75 1.63 OK OK Lateral Sliding Force = less 100% Passive Force= less 100% Friction Force= Added Force Req'd = ....for 1.5:1 Stability = 341.3 Ibs 312.5 Ibs 300.6 Ibs 0.0 Ibs OK 0.0 Ibs OK Footing Design Results J Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Resinforcing Heel Reinforcing Key Reinforcing Toe 1,125 0 0 543 6.53 76.03 None Spec'd None Spec'd None Spec'd Heel 9 psf Oft-# Oft-# Oft-# 0.00 psi 0.00 psi ueaiyn L/cua fb/FB + fa/Fa Total Force @ Section Moment. ..Actual Moment. . . . .Allowable Shear Actual Shear Allowable Bar Embed ABOVE Ht. ^ = lbs = ft-# = = psi = psi = in = Bar Embed BELOW Ht. in = Wall Weight Rebar Depth 'd1 fm Fs Solid Grouting Special Inspection Modular Ratio 'n1 Short Term Factor. Equiv. Solid Thick. Masonry Block Type = Concrete Datafc Fy = in = psi = psi = = = = = in = 0.709 236.3 319.4 : 450.3 5.8 19.4 12.00 6.00 78.0 3.75 1,500 ; 24,000 Yes ; No 25.78 1.000 7.60 Medium Weight psi = 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 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 . RESISTING Force i 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 .2,1 1883psf 375.# 917.73psf 6" #0@0.in @Toe #0@0.in @Heel Solid Grout,1 \ % '//,cxxxxxXxXXxxSoooOc^^1 Designer select all horiz. reinf. See Appendix A *fc ji"8^^- 1^S^ ' I I'», f/f * _" .'"Ji51^ "jp « 3" r- .« r-o" F" 4'-0° 2" X i Y " 3" ' t roj \ ' 1 4'-0" r • ^ L ' i T 1 r-6" -2" 8" 2'-2"^- ^- ' ' ' • '! i( 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 | Soil Data | Retained Height = 6.00ft Allow Soil Bearing = 1,000.0 psf ... ... . .. „. ., nnn« Equivalent Fluid Pressure MethodWall height above soil - 0.00ft Heel Active Pressure = 30.0 psf/ft Slope Behind Wai . = 0.00:1 Toe Active Pressure = 30.0 psf/ft Height of Soil over Toe = 6.00 in Passive Pressure - 100.0 psf/ft Soil Density = 1 20.00 pcf Water height over heel = 0.0ft Footing||Soil Frictior = 0.300 Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 0.00 in Design Summary B Stem Construction | Top Stem Footing Strengths & Dimensions | fc = 2,000 psi Fy = 60,000 psi Min. As% = 0.0018 Toe Width = 3.33 ft Heel Width = 0.67 Total Footing Width = 4.00 Footing Thickness = 12.00 in Key Width ' ,. = 12.00 in Key Depth = 24.00 in Key Distance from Toe = 0.00ft Cover @ Top = 2.00 in @ Btm.= 3.00 in Total Bearing Load = 1,812 Ibs Design height ft= 0.00 .. .resultant ecc. = 6.26 in Wall Material Above "Hf = Masonry Soil Pressure @ Toe = 809 psf OK Rpbar"^ - #8'°5 SAlowaSbSr@Heel = 1 OM ps! °K S£ Spacing . = 8.00 ACI Factored @ Toe = 979 psf to/FB+te/fa 0819 ACI Factored @ Heel = 119 psf 1 T , c ^ o »• ,K «« , •^ K Total Force @ Section Ibs = 536.3 Footing Shear® Toe = 10.7 psi OK Moment....Actual ft-#= 1,079.4 ;, Footing Shear ©Heel = 0.0 psi OK Moment A|,owab|e = 13172 wA"°W*b* = 7a0psi Shear Actual - psi= 10.0 ,Wall Stability Ratios _. .„._....«., Overturning = 200 OK Shear Mowa^e PSI = 19-4 Sliding = 1.57 OK Bar Embed ABOVE Ht. in= 14.81 ; Sliding Calcs (Vertical Component Used) Bar Embed BELOW Ht. in= 6.00 Lateral Sliding Force = 701 .3 Ibs Wall Weight = 78.0 » less 100% Passive Force= - 61 2.5 Ibs Rebar Depth 'd' in= 5.25 less 100% Friction Force= - 543.7 Ibs Masonry Dataf m psi = 1 50iAdded Force Req'd = 0.0 Ibs OK ps psi - 24'oO( ....for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting = Yes Footing Design Results | ??*?? ^spection = Nc Toe Heel Short Term Factor = 1.00C Factored Pressure ^ = 979 119 psf Equiv. Solid Thick. in= 7.6C Mu1 : Upward = 0 0 ft-# Masonry Block Type = Medium Weight Mu' * Downward ~ 0 0 ft-# Concrete Data Mu: Design = 1,835 Oft-# fc psi = Actual 1 -Way Shear = 10.67 0.00 psi Fy Psi = Allow 1-Way Shear = 76.03 0.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: Not req'd, Mu < S * Fr ) ) ;• . . ) . : i ) ) Summary of Overturning & Resisting Forces & Moments 1 OVERTURNINGForce Distance Moment Item Ibs ft ft-# Heel Active Pressure = 735.0 2.33 1,715.0 Soil Over Heel Toe Active Pressure = -33.8 0.50 -16.9 : Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Ste Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe Stem Weight(s) Total = 701.3 O.T.M. = 1,698.1 Earth @ Stem Transitior Resisting/Overturning Ratio = 2.00 Footing Weigh! Vertical Loads used for Soil Pressure = 1.812.3 Ibs Key WeightVert. Component Vertical component of active pressure used for soil pressure .... RESISTING.....Force Distance Moment Ibs • ft ft-# = 4.00 71= ! 0.00 199.8 i 1.67 332.7 = 468.0 3.66 1,714.4 1S_ = 599.5 2.00 1,198.0 = 300.0 0.50 150.0 al= 1.567.3 Ibs R.M.=» 3,395.1 ,!• 735.X 98.331 psf 808.57psf 6" #0@0.in @Toe Solid Grout, • Designer select M®0-" all horiz, reinf. @Heel See Appendix A ^ ^-^c $=^°* ~ Vife'''v SBr ~«* "iTf- -fs" r-o- *tf ii iiIi t *«" 0^-x 11\ I » fea^ * t*1 S1 »~J * ^~ 6'-0" 2"r , i jf r-o" 3" i ! 2'-0" 1 ' i • i ' ' 't < ' } ' I • '. ": 3'-0" 3'-4"8"-— ^^ 4'-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 | 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 Design Summary I 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 AC! Factored @ Toe = 885 psf AC! 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 = 2.19 OK Sliding = 1.54 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,181.3 Ibs less 100% Passive Force= - 703.1 Ibs less 100% Friction Force= - 1,162.4 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 ps Mu' : Upward = 0 0 fW Mu: Design = 4,351 OfW Actual 1 -Way Shear = 14.91 0.00 ps Allow 1 -Way Shear = 76.03 0.00 ps Toe Reinforcing = # 5 @ 16.00 in 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 Frictiot = 0.400 Soil height to ignore for passive pressure = 0.00 in Stem Construction I Top Stem Design height ft = 2.0( Wall Material Above "Ht" = Masonr Thickness = 8.0 RebarSize = # . Rebar Spacing = 8.0( Rebar Placed at = Edg< fb/FB + fa/Fa = 0.82 Total Force @ Section Ibs = 540.( Moment.. Actual ft-#= 1,080.1 MomenL....AIIowable ft-#= 1,317.; Shear.. ..Actual psi= 10.1 Shear.... Allowable psi= 19.' Bar Embed ABOVE Ht. in= 14.8: Bar Embed BELOW Ht. in= 14.8: Wall Weight psf= 78.1 Rebar Depth 'd' in= 5.2 fm psi= 1,50 Fs psi= 24,00 Solid Grouting = Ye Special Inspection = N< Modular Ratio 'n' •= 25.7 Short Term Factor = 1 .00: Equiv. Solid Thick. in= 7.6 t Masonry Block Type = Medium Weight t fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: #4@ 13.25 in, #5@ 20.50 in, #6@ Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Footing Strengths & Dimensions | fc = 2,000 psi Fy = 60,000 psi Min. As% = 0.0018 Toe Width . = 4.50ft Heel Width = 1.00 Total Footing Widtr = 5.50 Footing Thickness = 12.00 in Key Width = 16.00 in Key Depth = 27.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 2.00 in @ Btm.= 3.00 in 2nd ( Stem OK ) 0.00 / Masonry 3 12.00 5 # 5 ) 16.00 5 Edge 0 0.999 ) 956.3 3 2,559.4 2 2,563.0 3 9.7 t 19.4 2 20.25 2 7.92 3 124.0 5 9.00 3 1,500 3 24,000 s Yes 3 NO 3 25.78 3 1.000 3 11.60 29.00 in, #7® 39.25 in, #8@ 48.25 in, #9@ 4 Summary of Overturninq & Resisting Forces & Moments OVERTURNINGForce Distance Moment Item • Ibs ft ft-# Heel Active Pressure = 1,215.0 Toe Active Pressure = -33.8 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 3.00 3,645.0 0.50 -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 = RESISTINGForce Distance Ibs ft 270.0 716.0 240.0 825.0 450.0 2,501.0 Ibs 5.50 0.00 2.25 4.89 5.33 2.75 0.67 R.M.= Moment ft-# 607.5 3,502.0 1,280.0 2,268.7 300.0 7,958.2 Pp= 703.13* 1215J 243.96psf 812.77psf V.z #5@16.in @Toe i n Solid Grout, 12.in Mas w/ #5 @ 16.in o/c Solid Grout, <KS^^^^^^^3^x!^^S^S^^^^SS.1SSSxfSSSSSSyyfyyyySyyySyyyysSxsSfXfisyJVSvvyC«2e59v9S<>w99QvQ99s?5?S?«fi?9S;Sft?W»S?a Designer select all horiz. reinf. See Append!xA r-4" «^ % I W, % \ I'//,W,'//,Uy//. I\ I '*. \ \ I p^ ' "* 23/4" 6'-0" •• • ir; '/s *''/,S///4WM //t> '/ Y/ '/, r/t/'/ uxi -*-,. 2'-°" 3 2"I Tn 3". • -t J 2'-3" I . i 8'-0" '| 1 , i 8'-0" ' ? , ' 1 r 4'-2" 4'-6" ^^ 1'-0" 5-6"