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HomeMy WebLinkAbout1581 CORTE ORCHIDIA; ; CB011227; Permit03/30/2001 City of Carlsbad 1635 Faraday Av Carlsbad CA 92008 Miscellaneous Permit Permit No CB011227 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 1581 CORTE ORCHIDIA CBAD MISC Subtype 2150732800 Lot# $000 OTHER 28 ENCANTADA FIREPLACE FREESTAND Status ISSUED Applied 03/30/2001 Entered By RMA Plan Approved 03/30/2001 Issued 03/30/2001 Inspect Area Applicant RYLAND HOMES OF CALIFORNIA STE 200 5740 FLEET ST CARLSBAD CA 92008 760 603 8001 Owner RYLAND HOMES OF CALIFORNIA 5740 FLEET ST #200 CARLSBAD CA 92008 ^504 03/30/01 0002 01 CGF ?0 DO Total Fees $9000 Total Payments To Date $000 Balance Due $9000 Miscelaneous Fee #1 Miscelaneous Fee #2 TOTAL PERMIT FEES PERMIT FEE $9000 $000 $9000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTIC/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 capactiy 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 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave Carlsbad CA 92008 FOR OFFICE USE O PLAN CHECK NO EST VAL Plan Ck Deposit Validated By. Date Address (include Bldg/Suite tt)BusmessTwJe (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor s Parcel #Existing Use Proposed Use Description of Work SQ FT #of Stories # of Bedrooms # of Bathrooms Name 3. APPLICANT [ Contractor Address Q Agent for Cont»8Cft<» Name * P Address City State/Zip Telephone tt ^-7 KH Name S Address Cfty State/Zip Telephone # (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct alter improve demolish or repair any structure prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law [Chapter 9 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 qf_rmf more than five .hundred dolla Name •— ' State License tt \^ ' Address ^ "4 Co M n License Class C_> City City Business State/Zip License # Telephone tt JS "•— *^VJZ_^- Designer Name State License tt e w0iiiirfiGMP Address ENSATION City State/Zip Telephone Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations n 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 l~l 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 f^TVV. VlxtSV— ^^LAX^t^C SL^ Policy No ^fi^OD C^3" V ^ ~ C8- Expiration Date |^~./*& [ /Q | (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) ' D CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California WARNING Failure te-'s^cullarworkerslcornpens^tH^i coverage is unlawful and shall subject an employer to cnminal penalties and civil fines up to one hundred thousand dollars ($•100,006) in additim»4trth«jK>£rof compensation^dtfniages as provided for in Section 3706 of the Lab,or code interest and attorney s fees SIGNATURE ( rtf^^ 4\ /**—V " _ DATE 7 OWNER BU!O3BITDECLARAfION I hereby affirm that I am exempt from the Contractor s License Law for the following reason l~l I as owner of the property or my employees with wages as their sole compensation will do the work and the structure is not intended or offered for sale (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees provided that such improvements are not intended or offered for sale If however the building or improvement is sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for the purpose of sale) l~l I as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor s License Law) n I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement f~) YES l~lNO 2 I (have / have not) signed an application for a building permit 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 work but I have hired the following person to coordinate supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE COMpLfTBTHIS SECTION F08 fl^WffiS/OaVW BMLDIHQ PERMITS OflWfr * I „ h sji*? ^ Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? O YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? l~l YES l~l NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? C] YES O 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 8 CONSTlWiMflONfet^lbllQAGENCf -•• "^ I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(0 Civil Code) LENDER S NAME LENDER S ADDRESS 9 I certify that I have read the application and state that the above 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 excavation$^uor5 0 deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by Mja-tJuTteffng Officiarhnder 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 180 dayslfrom th6"p&te of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is comrrjjjficgdjer'a period of 180 pay_s/(§eetion 106 4 4 Uniform Building Code) . A/30/o >APPLICANT S SIGNATURE DATE ^—-^W'HITE File YELLOW Applicant PINK Finance Inspection List Permit* CB011227 Type MISC OTHER ENCANTADA FIREPLACE FREESTAND Date Inspection Item Inspector Act Comments 09/13/200268 Fireplace/Tie Straps PY AP FINAL 08/08/2002 69 Final Masonry JM CO LOG LIGHTER SEALER 03/04/2002 68 Fireplace/Tie Straps PD WC 03/04/200269 Final Masonry PD CO SEAL LOG LIGHTER Monday September 16 2002 Page 1 of 1 MftR-30-2001 14 42 ESI/FME 714 835 2819 P 02/09 ESI/FME, Inc STRUCTURAL ENGINEERS Sheet V Date JN 3 MAP 3 0 200t City of CARLSBAD BUILD'NG DEPT STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS 1 Sketches of details in calculations are not to scale and may not represent true conditions on plans Architect or designer is responsible for drawing details in plans which represent true framing conditions and scale Enclosed details are intended to complement standard construction practice to be used by experienced and qualified contractors 2 The structural calculations included here are for the analysis and design of primary structural system The attachment of non- structural elements is the responsibility of the architect or designer unless specifically shown otherwise 3 The drawings calculations specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet Any other use is solely prohibited 4 All changes made to the subject project shall be submitted to ESI/FME Inc in writing for their review and comment These calculations are meant to be used by a design professional omissions are intended 5 Copyright © -1994 by ESI/FME Inc All rights reserved This material may not be reproduced in whole or part without written permission of ESI/FME Inc PROJECT DESCRIPTION 'ENCANTADA' / CARLSBAD, CA PROJECT ENGINEER CALCS BY ASSOC CHECK BACK CHECK. ROOF TRUSS Rev FLR TRUSS Rev P/T FOUND Rev PLAN CHECK REVISIONS <£> SHTS SCOTT W ROSS SWR DATE 3-30-01 DATE DATE DATE DATE DATE DATE DATE I Init <B> SHTS <P SHTS DATE Init DATE <J3> SHTS DATE Init <£> SHTS DATE Init <& SHTS DATE Init <S> SHTS DATE Init ESI/FME, Inc STRUCTURAL ENGINEERS (This signature is to be a wet signature, not a copy) APPROVED BY DATE MPR-30-2001 14 43 ESI/FME 714 835 2819 P 03/99 ESI/FME, Inc STRUCTURAL ENGINEERS Sheet 3 Date JN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE'1997 In all UNIFORM BUILDUP cases calculations will CODE RCV 7/2/91 supersede this design cntena sheet [TIMBER Douglas Fir-Larch -19% max moisture content | 2x4 #2 Fb= 1315/1510 psi fv=95 psi E=1 6| 2x6 #2 Fb= 1140/1310 psi fv=95 psi, E=16| 2x8 #2 Fb = 1055/1210 psi fv=95 psi E*1 6| 2x10 #2 Fb= 965/1105 psi fv=95 psi E=1 6| 2x12 #2 Fb = 875/1005 psi, fv=95 psi, E=1 6| 2x14 #2 Fb = 790/905 psi fv=95 psi, E=1 6| ~4x68#2/#1 4x10 #2/#1 4x12 #2/#1 4x14 #2/#1 4x16 #2/#1 Fb = 1140/1300 psi fv=95 psi, E=1 6 Fb = 1050/1200 psi fv=95 psi E=1 6 965/1100 psi, fv=95 psi, E=1 6/1 7 psi fv=95 psi, E=1 6/1 7 Fb = Fb = Fb = 875/1000 875/1000 psi fv=95 psi, E=1 6/1 7 6x10 #1/SS Fb = 1350/1600 psi fv=85 psi, E=1 6 6x12 #1/SS Fb = 1350/1600 psi fv=85 psi, E=1 6 It is recommended that lumber be free of heart center PARALLAM PSL 2 OE Glued Laminated Beams Douglas Fir-Larch fb=2900 psi, fv=290 psi, E=2 OE6 psi Ind App Grade Ft>s2400 psi Fv=165 psi E=1 8E6 psi MICROLLAM LVL Fb=2600psi,Fvg285psi,E-1 8 [CONCRETE 1 Drypack shall be composed of one part Portland Cement to not more than three parts sand 2 All structural concrete fc = 3000 psi w/ inspection All slab-on-grade/continuous footings/pads f c = 2500 psi w/o inspection All concrete shall reach minimum compressive strength at 28 days [REINFORCING STEEL 1 All reinforcing shall be A S T M A-615-40 for #5 bars and smaller All reinforcing shall be A S T M A 615-60 for #6 bars and larger Welded wire fabnc to be A S T M A-185, lap 1-1/2 spaces, 9' mm 2 Splicing of bars shall have lapping or 40 dia or 2'-0" mm in all continuous concrete reinforcement (30 dia for compression) Masonry reinforcement shall have lappings of 40 dia or 2'-0' This is in all cases UNO 3 All reinforcing bars shall be accurately and securely placed before pounng concrete or grouting masonry 4 Concrete protection for reinforcement shall be at least equal to the diameter of the bars Cover shall be as follows UNO A Poured against earth 3" B Poured against form below grade 2" C Slabs on grade (from top of slab) 1 D Columns and beams to mam bars 2' |S T RU C T URAL ST EEL 1 Fabrication and erection of structural steel shall be in accordance with Specifications for the Design Fabrication and Erection of Structural Steel Buildings AISC current edition Steel to conform to ASTM A36 Round pipe columns shall conform to ASTM A53 Grade B Square/Rectangular steel tubes ASTM A500 Grade B 2 All welding shall be performed by certified welders using the Electnc Shielded Arc Process at licensed shops or otherwise approved by the Bldg Dept Continuous inspection required for all field welding 3 All steel exposed to weather shall be hot-dip galvanized after fabncation, or other approved weatherproofing method 4 Where finish is attached to structural steel provide 1/2 '0 bolt holes @ 4'-0" o c for attachment of nailers UN O See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts) [MASONRY ~~~ c e~ Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90 grade N medium weight units with max linear shnnkage of 0 06% 2 All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (UNO) retaining walls are to be as shown in details 3 All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted) MflR-30-2001 14 43 ESI/FME 714 835 2819 P 04/09 ) © © FIREBOX W/ FIREBRICK SEAT CUSHIONS WITH WEATHER-PROOF FABRIC - AVAIL. THRU SMITH HAWKINS (OR EQUAL) PROJECT SURROUND 2" FROM FACE PRECAST MEDALLION - 'GRID* 8'x8" - COLOR. COQUINA WHITE (TYP4 AVAIL THRU PINEAPPLE GROVE 800-771-4595 - RECESS f FROM FACE OF BRICK BRICK VENEER TO MATCH HOUSE CHIMNEY CMU - GROUT ALL CELLS SOLID - CONCRETE FOOTING FINISHED SURFACE/FINISHED GRADE EXPANSION JOINT POTS PER PLANTING PLAN - SEE DETAIL D. SHEET 7 FOR DRAINAGE ft IRRIGATION LOO ORATE GAS VALVE WITH KEY MflR-30-2001 14 44 ESI/FME 714 835 2819 P 05/09 t M I \\\ \\_\_ \\\ ELEVATION \ MftR-30-2001 14 44 ESI/FME 714 835 2819 P 06X09 Cantilevered Retaining Wall Design RetamPro Professional S 0 7 8-Jul 99 (c) 1969-99 Criteria Retained Height = Wall height above soil = Slope Behind Wai = Height of Soil over Toe = Soil Density = Wind on Stem = Design Summary | | Soil Data | [ Footing Strengths & Dimensions | 01on Allow Soil Bearing =2 4400 psf re = 2000 psi Fy = 80 000 psi Equivalent Fluid Pressure Method Mm As % =0 0000 ODD 1 Heel Acbve Pressure * i®0,"8!* ToeWidth = 058ft000 1 Toe Active Pressure = 300psffft HeelWKfth = 492 000 in Passive Pressure = 2500psfffi Total Footing Wldtf = 550 110 00 pcf Water he,ght over heel = 00ft Footing ThlCkne88 = 2000,n FootlngllSoilFnctoor = 0400 ^ = Q00|n 1040 psf Soil height to Ignore Key Depth = 000 In for passive pressure = 400,n Key D«Snce from Toe = 000ft Cover @ Top = 2 00 in © Btm = 3 00 in h Total Bearing Load = 4 406 Ibs resultant ace. = 1717m Soil Pressure @ Toe 2 227 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2 440 p$f Soil Pressure Less Than Allowable ACI Factored @ Toe = 3 117 psf ACI Factored @ Heel = 0 psf Footing Shear® Toe = OOpslOK Footing Shear @ Heel = 1 0 psi OK Allowable • 76 0 psi Vail Stability Ratios Overturning = 221 OK Sliding = 238 OK lidlnfl Calcs (Vertical Component NOT Used) Lateral Sliding Force = 637 2 Ibs less 1 00% Passive Force* 333 3 Ibs less 100% Friction Force= 1 762 4 Ibs Added Force Req d - 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Stem Construction | _ Design height ft= Wall Matanal Above "Hi" = Thickness = RebarSize = Rebar Spacing = Rebar Placed at n*»lnn fYatB . „ fb/FB + fa/Fa = Total Force @ Section Ibs * Moment Actual ft-*= Moment Allowable ft-#= Shear Actual psi = Shear Allowable psl = Bar Develop ABOVE Ht in = Bar Up/Hook BELOW Ht ln = Wall Weight psf= Rebar Depth d m = f m psi = Fs psi= Solid Grouting = Top Stem Stem OKISO Concrete 3600 * 4 1775 Center 0.531 1 1669 38507 72475 54 760 1560 1560 3450 1800 2nd As<Mn%000 Concrete 5200 * 44800 Center No Good 14147 57990 38926 45 780 1395 934 4983 2600 Footing Design Results Factored Pressure Mu1 Upward Mu Downward Mu Design Actual 1 Way Shear Allow 1 Way Shear Toe Reinforcing Heel ReinforcingKey Reinforcing Toa Heel _ = 3117 Opsf 504 0 ft-# 60 62 ft* = 445 62 ft-# = 0 00 1 02 psi = 76 03 76 03 psi = * 4 ©1800 In = NoneSpec'd s None Spec*d Special Inspection Modular Ratio n Short Term Factor Equiv Solid Thick Masonry Block Type =Concrete Datare Medium Weight psi= 20000 Fy psl« 400000 Other Acceptable Sites A Spacing* Toe Notreqd Mu<S Fr Heel Notreq-d Mu < S Fr Key No key defined 20000 400000 MHR-30-2001 14 44 714 835 2819 P 07X09 Cantilevered Retaining Wall Design RetamPro Professional s o 7 a-Jui-99 (c) 1989-99 Summary of Overturn ma & Resistina Forces & Moments „__ I Item OVERTURNINGForte Distance Moment Ibs ft ft-# Heel Active Pressure = 468 Toe Active Pressure » -417 Surcharge Over Toe • Adjacent Footing Load = Added Lateral Load Load g Stem Above Soil = 832 0 059 056 577 276 231 47979 Total = 8372 OTM = 48023 Revlsting/Overturnlng Ratio = 2 21 Vertical Loads used tor Soil Pressure = 44059 Ibs Vertical component of active pressure NOT used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Sterna Soil Over Toe _ Surcharge Over Toe _ Stem Weights) _ Earth @ Stem Transitions.. Footing Weight ~ Key Weight ~ Vert Component _ RESISTING Force Distance Moment Ibs ft ft-# 64 521 334 000 30245 225 67994 13750 275 37812 Total:44059 Ibs RM:106140 MflR-30-2001 14 44 ESI/FME 714 835 2819 P 08/09 Designer select •H henz ranf See Appendix A 6 71/4 a <r 8 11/4 MPR-30-2001 14 45 ESI/FME 714 835 2819 P 09/09 Pp=3J333# 46817* 2226.8psf TOTPL P 09 Mar 30 01 12 10p 8-8" P 3 Mar 30 01 12 lip &>.9f SB* t» qjgr i ISi ig^^i I'jy N \ \ \ V k V Mar 30 01 12 Up LEGEND SECTION (l) FIREBOX W/ FIREBRICK ® SEAT CUSHIONS WITH WEATHER-PROOF FABRIC - AVAIL THRU SMITH HAWKINS (OR EQUAL) (?) PROJECT SURROUND 2" FROM PACE ® PRECAST MEDALLION - GRID' 8"x8" - COLOR COQUINA WHITE (TYP) AVAIL THRU PINEAPPLE GROVE 800-771-4696 - RECESS |- FROM FACE OF BRICK ® BRICK VENEER TO MATCH HOUSE (D CHIMNEY © CMU - GROUT ALL CELLS SOLID (§) CONCRETE FOOTING (f) FINISHED SURFACE/FINISHED GRADE @ EXPANSION JOINT @ POTS PER PLANTING PLAN - SEE DETAIL D SHEET 7 FOR DRAINAGE & IRRIGATION @ LOG GRATE (is) GAS VALVE WITH KEY M_oc —r. ~— -— ^£iS^nr fL, 1' e f\ —*• •*•• — SHOVEL CUT (TYP) PRODUCTION STOOP NIC LOT 28 PLAN 3C P E =340 0 OXFORD SQ TABLE NO N628694 W/ (4) AVIGNON CHAIRS NO N6I4412 AVAL THRU SMITH-HAWKEN (415) 506-3888 PRECAST MEDALLON (TYP) - SEE DETAIL A SHEET 6 CROQUET SET TO BE SELECTED BY LANDSCAPE ARCHITECT PLANNING DEPARTMENT BY DATE (4) ADIRONDA) NO N689589 W SUNBRELLA C - AVAL THRU (415) 889-8800 E S I / F M E INC. STRUCTURAL ENGINEERS PROJECT Structural calculations on "ENCANTADA" project to be built in Carlsbad, California by Ryland Homes FIREPLACE STRUCTURE Date 3-30-01 Revisions Client MARK GROSS & ASSOC Client Job No Shipped 3 n 7P.a\Job No 500-2178 1800 E 16th Street Santa Ana CA 92701 • (714)8352800 • Fax (714) 835 2819 ESI/FME, Inc STRUCTURAL ENGINEERS Sheet Date JN STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS 1 Sketches of details in calculations are not to scale and may not represent true conditions on plans Architect or designer is responsible for drawing details in plans which represent true framing conditions and scale Enclosed details are intended to complement standard construction practice to be used by experienced and qualified contractors 2 The structural calculations included here are for the analysis and design of primary structural system The attachment of non structural elements is the responsibility of the architect or designer unless specifically shown otherwise 3 The drawings calculations specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet Any other use is solely prohibited 4 All changes made to the subject project shall be submitted to ESI/FME Inc in writing for their review and comment These calculations are meant to be used by a design professional omissions are intended 5 Copyright © -1994 by ESI/FME Inc All rights reserved This material may not be reproduced in whole or part without written permission of ESI/FME Inc PROJECT DESCRIPTION 'ENCANTADA' / CARLSBAD CA PROJECT ENGINEER CALCS BY ASSOC CHECK BACK CHECK ROOF TRUSS Rev FLR TRUSS Rev P/T FOUND Rev PLAN CHECK REVISIONS <A> SHTS SCOTT W ROSS SWR DATE 3-30 01 DATE DATE DATE DATE DATE DATE DATE r Inrt <B> SHTS DATE I Inrt <C> SHTS <D> SHTS <i> SHTS DATE Init DATE Init DATE Init <J-> SHTS DATE Init <G> SHTS DATE Init ESI/FME, Inc STRUCTURAL ENGINEERS (This signature is to be a wet signature not a copy) APPROVED BY DATE ES I/FME , Inc STRUCTURAL ENGINEERS Sheet 3 Date JN DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE 1997 In all UNIFORM BUILDING cases calculations will CODE REV 7/2/99 supersede this design criteria sheet .TIMBER Douglas Fir-Larch -19% max moisture content 4x68#2/#1 4x10 #2/#1 4x12 #2/#1 4x14 #2/#1 4x16 #2/#1 6x10 #1/SS 6x12 #1/SS Fb= 1140/1300 psi fv=95psi E=1 6 Fb = 1050/1200 psi fv=95 psi E=1 6 Fb = 965/1100 psi fv=95 psi E=1 6/1 7 Fb = 875/1000 psi fv=95 psi, E=1 6/1 7 Fb = 875/1000 psi fv=95 psi E=1 6/1 7 Fb = 1350/1600 psi fv=85 psi E=1 6 Fb= 1350/1600 psi fv=85 psi E=1 6 PARALLAM PSL 2 OE fb=2900 psi fv=290 psi E=2 OE6 psi MICROLLAM LVL Fb=2600psi Fv=285psi E=1 8 I 2x4 #2 Fb= 1315/1510 psi fv=95 psi E=1 6| 2x6 #2 Fb= 1140/1310 psi fv=95 psi E=1 6| 2x8 #2 Fb= 1055/1210 psi fv=95 psi E=1 6| 2x10 #2 Fb= 965/1105 psi fv=95 psi E=1 6| 2x12 #2 Fb = 875/1005 psi fv=95 psi E=1 6| 2x14 #2 Fb = 790/905 psi fv=95 psi E=1 6| It is recommended that lumber be free of heart center Glued Laminated Beams Douglas Fir-Larch Ind App Grade Fb=2400 psi Fv=165 psi E=1 8E6 psi CONCRETE 1 Drypack shall be composed of one part Portland Cement to not more than three parts sand 2 All structural concrete f c = 3000 psi w/ inspection All slab-on-grade/contmuous footings/pads f c = 2500 psi w/o inspection All concrete shall reach minimum compressive strength at 28 days [REINFORCING STEEL ~ 1 All reinforcing shall be A S T M A 615-40 for #5 bars and smaller All reinforcing shall be A S T M A-615-60 for #6 bars and larger Welded wire fabnc to be A S T M A-185 lap 1-1/2 spaces 9" mm 2 Splicing of bars shall have lapping or 40 dia or 2 -0' mm in all continuous concrete reinforcement (30 dia for compression) Masonry reinforcement shall have lappings of 40 dia or 2'-0' This is in all cases UNO 3 All reinforcing bars shall be accurately and securely placed before pounng concrete or grouting masonry 4 Concrete protection for reinforcement shall be at least equal to the diameter of the bars Cover shall be as follows UNO A Poured against earth 3" B Poured against form below grade 2" C Slabs on grade (from top of slab) 1" D Columns and beams to mam bars 2" [STRUCTURAL STEEL 1 Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design Fabncation and Erection of Structural Steel Buildings AISC current edition Steel to conform to ASTM A36 Round pipe columns shall conform to ASTM A53 Grade B Square/Rectangular steel tubes ASTM A500 Grade B 2 All welding shall be performed by certified welders using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg Dept Continuous inspection required for all field welding 3 All steel exposed to weather shall be hot-dip galvanized after fabncation or other approved weatherproofing method 4 Where finish is attached to structural steel provide 1/2"0 bolt holes @ 4'-0" o c for attachment of nailers UNO See architectural drawings for finishes (Nelson studs 1/2' x 3' CPL may replace bolts) MASONRY 1 Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90 grade N medium weight units with max linear shrinkage of 0 06% 2 All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (UNO) retaining walls are to be as shown in details 3 All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted) FIREBOX W/ (FIREBRICK SEAT CUSHIONS WITH WEATHER-PROOF FABRIC - AVAIL. THRU SMITH HAWKINS (OR EQUAL) ® PROJECT SURROUND 2" FROM FACE 0 PRECAST MEDALLION - 'GRID' 8"x8" - COLOR COQUINA WHITE (TYP4 AVAIL THRU PINEAPPLE GROVE 800-771-4595 - RECESS f FROM FACE OF BRICK © BRICK VENEER TO MATCH HOUSE (D CHIMNEY © CMU - GROUT ALL CELLS SOLID - ® CONCRETE FOOTING © FINISHED SURFACE/FINISHED GRADE © EXPANSION JOINT @ POTS PER PLANTING PLAN - SEE DETAIL D, SHEET 7 FOR DRAINAGE ft IRRIGATION @ LOG GRATE GAS VALVE WITH KEY r^ ,e J-® I1 ELEVATION / """ ~~"~ \1 J p® t V Cantilevered Retaining Wall Design RetamPro Professional 507 8 Jul 99 (c) 1989-99 Criteria | Retained Height = Wall height above soil = Slope Behind Wai Height of Soil over Toe = Soil Density = Wind on Stem = Design Summary Soil Data 1 1 0 10 ft Allow So1' Bearing = 2 440 0 psf B nn » Equivalent Fluid Pressure Method8uun Heel Active Pressure = 300 psf/ft 000 1 Toe Active Pressure = 300 psf/ft 0 00 in Passive Pressure = 250 0 psf/ft HOOOpcf Water height over heel = 00ft Footmg||Soil Fnctior = 0 400 1040 psf Soil height to ignore for passive pressure = 4 00 in I Total Bearing Load = 4 406 Ibs resultant ecc = 1717m Soil Pressure @ Toe = 2 227 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2 440 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3 1 1 7 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0 0 psi OK Footing Shear @ Heel = 1 0 psi OK Allowable = 76 0 psi Vail Stability Ratios Overturning = 221 OK Sliding = 238 OK lidmg Calcs (Vertical Component NOT Used) Lateral Sliding Force = 837 2 Ibs less 100% Passive Force= 333 3 Ibs less 100% Friction Force= 1 762 4 Ibs Added Force Req d = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Stem Construction Design height Wall Material Above Ht Thickness Rebar Size Rebar Spacing Rebar Placed at 1- ft = =: fb/FB + fa/Fa Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht m = Wall Weight psf= Rebar Depth d m = fm Fs Solid Grouting psi = psi = = Top Stem Stem OK1 50 Concrete 3600 # 4 1775 Center 0531 1 1669 38507 72475 54 760 1560 1560 3450 1800 Footing Strengths & Dimensions | f c = 2 000 psi Fy = 60 000 psi Mm As0/ = 00000 Toe Width = 058ft Heel Width = 4 92 Total Footing Widtr = 5 50 -ootmg Thickness = 20 00 in Key Width = 0 00 in <ey Depth = 0 00 in Key Distance from Toe = 0 00 ft Cover @ Top = 2 00 in @ Btm = 3 00 in 2nd 000 Concrete 5200 # 4 4800 Center 14147 57990 38926 45 760 1395 934 4983 2600 Footing Design Results Factored Pressure Mu Upward Mu Downward Mu Design Actual 1 Way Shear Allow 1 Way Shear Toe Reinforcing = Heel Reinforcing = Key Reinforcing = Toe 3117 504 60 445 000 7603 #4 @ 18 00 None Speed None Speed Heel Opsf Oft-# 62ft-# 62ft-# 1 02 psi 76 03 psi in Special Inspection Modular Ratio n = Short Term Factor = Equiv Solid Thick = Masonry Block Type = Medium Weight Concrete Data f C psi = 2 000 0 Fy psi = 40 000 0 Other Acceptable Sizes & Spacmgs Toe Notreqd Mu<S Fr Heel Notreqd Mu < S Fr Key No key defined 20000 40 000 0 Cantilevered Retaining Wall Design RetamPro Professional 5 o 7 8 Jui 99 (c) 1989 99 ! Summary of Overturning & Resisting F< OVERTURNINGForce Distance Item Ibs ft Heel Active Pressure = 46 8 0 59 Toe Active Pressure = -417 0 56 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = 832 0 5 77 >rces & Moments I RESISTINGMoment Force Distance Moment ft-# Ibs ft ft-# 276 Soil Over Heel = 64 521 334 23 1 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0 00 47979 Soil Over Toe Surcharge Over Toe _ Stem Weight(s) _ ->n™R •>•>•; RTQQA Total = 8372 OTM = 48023 Resisting/Overturning Ratio = 2 21 Vertical Loads used for Soil Pressure = 4 405 9 Ibs Vertical component of active pressure NOT used for soil pressure Earth @ Stem Transitions. Footing Weigh! Key Weight ~ Vert Component . Total =44059 Ibs RM =106140 Designer select all honz reinf See Appendix A 104psfl Pp= 333 33# 46817# 2226 8psf Aon Risk Scrviccc inc. of Wacmiigton QC 112020lhStf»MNW Strife CM DC200SC 500068 CQNfERS NO RIGHTS UPON THE CERTIFICATE ^_ THIS CERTIFICATE DOES NOT AMfNO WO END OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW INSURED RYlAND HOM«S5740 JL«T STREET suite 200 CARLSBAD CA 92008 ATTN JOHANNA TARANTO COMPANIES AFFORDING COVERAGE LUMBERMAN S MUTUAL CAS CO AMERICAN PROTECTION INS CO KEMPER ENVIRONMENTAL mOtCATCO «OTwaTHSTAHDlNG ANY REQUtMMENT Tft J4 OK CONDlTlOh OF ANY CONTRACT OK OTnt* DOCUMENT iA*Th RESPECT TO WH|Ch *) rw$ceanftCAT* MA* ae ISSUED OK MAY PERI AIM THE IN< URANCS AFPOHPW B Y Tne POLICIES oescniaeo *•*** « SUBJICT TO ALL TnS rewns EXC uSlONS ANO CONDITIONS OF SuC* PC-uQIS UMT S SHOWH MA.Y HAVE BE2N ft&HJCEQ BY PAlO ClAMS CO' ClK,TYPGOPlNSuKANOE 1'Ol.lCV NOMHER roucvemcnvE M5 ,aJT-A Cp n I4LS001114 I 6X51/98 6/01/01 2000000 i'5oT56o"~ SoTJOo" sooTT A. jAuTOMOBlue UABILIIT FX| ANY AUTO ALL OWNED AUTOS SCiEQuilO AOTOS mPBD AoTOS1 WON OWNED AUTOS 4LS001115 6/01/88 H 1""^ 1000000 c BOOiLT inuuar (PVMXUWVI PROPiRT* OMMACi GAKAGI LIABILITYq Jd ANY AUTO OTR6R T>vy« AUTO OliLt ACCRtCtTt -UMBREUAFOHM OT>4«Tn*NUMW»eu>.FO«M |4usooini 6/01/98 I |4BR003219-D2 (AOS' ToStTOo" 6/01/00 6/01/01 I&.EACHACCIO&1T EL DISEASE nJSLTooo llSSoottT 100^000 EVIDENCE OF INSURANCE ?ITY OF CARLSBAD 1635 FARADAr CARLSBAD CA 92005 OATS THEWOP TnC iMunfi CO*M«V Whj. BiOCAvM TO NAIL _2SL Mn MtmiPf NoneeTO TUB canyore »o« ow nAinn TO THE •uT FAlLUMTOIIAii.SuCn i«TICEShAM.iMM of «Mt Kno UPON -m* omKANf ,TS AoCnrt o* ««UA|«j7t