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HomeMy WebLinkAbout2154 CORTE MORAL; ; CB031385; Permit05-28-2003 Job Address Permit Type Parcel No Valuation Occupancy Group # Dwelling Units Bedrooms Project Title City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No CB031385 Building Inspection Request Line (760) 602-2725 2154 CORTE MORAL CBAD RESDNTL Sub Type 2552610300 Lot# $18,02500 Construction Type Reference # 0 Structure Type 0 Bathrooms WHITEHEAD RES-175SF LOFT INFIL RAD 0 NEW Applicant 3330 DOVE HALLOW RD OLIVENHAIN, CA 92024 858-756-1433 Status Applied Entered By Plan Approved Issued Inspect Area Ong PC# Plan Check# ISSUED 05/12/2003 CB 05/28/2003 05/28/2003 Owner CASSIS ERIC L&NELLY 3890 COPPER CREST RD ENCINITASCA 92024 •5020 05/;W03 0002 01 02 CGP 190 .,79 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee $16899 Meter Size $0 00 Add'l Reel Water Con Fee $10984 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $1 80 PFF $0 00 PFF (CFD Fund) $0 00 License Tax $0 00 License Tax (CFD Fund) $0 00 Traffic Impact Fee $0 00 Traffic Impact (CFD Fund) $0 00 Sidewalk Fee $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $0 00 Housing Impact Fee $0 00 Housing InLieu Fee Housing Credit Fee $0 00 Master Drainage Fee $0 00 Sewer Fee Additional Fees TOTAL PERMIT FEES $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $2000 $000 $000 $000 $000 $000 $000 $000 $300 63 Total Fees $300 63 Total Payments To Date $10984 Balance Due $190 79 Inspector FINAL APPROVAL Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 T PROJECT iNroRMAfipri? FOR OFFICE USE ONLY PLAN CHECK EST VAL 1002$ ,~ Plan Ck Deposit Validated By £L Date ^j"- Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor's Parcel #Existmg Use Proposed Use 000"? Description of Work ; liCONTACI^PERSON ;(if different fr6m;applicMt) FT - fl #of Stories # of Bedrooms Bathrooms^ u Name 3: ^APPLICANT :r'::ii Address City Contractor"' O 'Agenffol^Cbhtractor C3 OwneT' D Agent for .Owner • casve: Name 4- jJ'PROPlERTYHDWNlR7 Address City State/Zip Telephone # Address City State/Zip TelephoneName 5" fi CONTRACTOR"- COMPANY,NAME C :C:" .. '.... •'"¥• (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 of not more than five hundred dollars [$500]) Name State License # 2.75844 Address License Class City State/Zip Telephone* CltV Business License # ( </ ' ^ lf> _} Address City State/Zip TelephoneDesigner Name State License # "6 ^ WORKERS'.COMPElSATIONt 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 Pft | 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 S[VlfFV&. p\^l*-^ Policy No \(ffOl^~l "%> Expiration Date vZ'QI'O^ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) [~| CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to s0€u7ehWorKters compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ({JjfojboSUi^eddition to the cosVoi^ompensaliin damages as provided for in Section 3706 of the Labor cpde interest and attorney s fees SIGNATURE S^JV K$->*-<-fc^3C^5^-^xV DATE ,7; .OWNER-BUILDER I I hereby affirm that I am exempt from the Contractor's License Law for the following reason l~l |, 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) Q 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) []] 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 l~l 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 I FOR 7VO/V-/?£S/DSVrMi BUILDING PERMITS ONLY ..jinr ' "^: ""•:; ' • '<:• " ' *['" "^ 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? l~l 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 f~l NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? O YES l~l 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^, CONSTRUCTION LENDING AGENCY . :' :;jS,4kV' . :" '::'":' 'J'-"i£" ;.t~ jf\vi.fli.".' '"'f>'"W „ "f T '' ' ':i::"' 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 Jl/A LENDER'S ADDRESS U^ 9 »F APPLICANT«RTIFI&ATION::: j^ijrfF::;; "fjf-'' JiL M vv?)?'' .•;;•"" ..,,.. ' f"" ." .. ,,. .tflfc ..^';;V 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 excavations over 5 0 deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued byjba&jijding Otjicial under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not coairnencedViflWl£0 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is conqrrfficed ^oTnV^rtOH of 180 days jSjctioni 106 4 4/Jnifprm Building Code) APPLICANT'S SIGNATURE DATE WH TE File YELLOW Applicant PINK Finance City of Carlsbad Bldg Inspection Request For 08/26/2003 Permit* CB031385 Title WHITEHEAD RES-175SF LOFT INFIL Description Type RESDNTL Sub Type RAD Job Address 2154 CORTE MORAL Suite Lot 0 Location APPLICANT 3330 DOVE HALLOW RD Owner WHITEHEAD RONALD G&KRISTIN L Remarks PM PLEASE - AFTER 2PMc—j^— •> '••—~.Tr.rn_•-'' Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comment Inspector Assignment JM Phone 7606327118 OVvInspector Requested By MRS WHITEHEAD Entered By CHRISTINE Associated PCRs/CVs Inspection History Date Description Act Insp Comments 05/30/2003 17 Interior Lath/Drywall AP JM 05/29/2003 14 Frame/Steel/Bolting/Welding AP JM OK TO DRYWALL 05/29/2003 34 Rough Electric PA JM EsGil Corporation In (Partnership with government for (Building Safety DATE May 21, 20O3 JURISDICTION Carlsbad PLAN CHECK NO 031385 SET I PROJECT ADDRESS 2154 Corte Moral PROJECT NAME SFD Addition for Ronald & Kristin Whitehead a AN-EVIEWER a FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes Xi The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to XI Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person XI REMARKS 1 All sheets of the two sets of plans must be signed by the person responsible for their preparation yD Revise the area shown to include the interior floor area addition 3 Revise the applicable Codes to show 2001 CBC which adopts the- 1 997 UBC, 2000 UPC, 2000 UMC and1999NEC V^^ ^f Jf £ft By Abe Doliente Esgil Corporation D GA D MB D EJ D PC ncEnclosures 5/13/03 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad 031385 May 21, 20O3 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PREPARED BY Abe Doliente BUILDING ADDRESS 2154 Corte Moral BUILDING OCCUPANCY R-3/U-1 PLAN CHECK NO 031385 DATE May 21, 2003 TYPE OF CONSTRUCTION V-N BUILDING PORTION SFD Addition Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA II Valuation (Sq Ft) Multiplier 175 cb By Ordinance Reg Mod VALUE ($) 18,025 18,025 Bldg Permit Fee by Ordinance ^ j Plan Check Fee by Ordinance Type of Review Q Repetitive Fee ^i Repeats Comments 0 Complete Review D Other i—I Hourly Structural Only Hour Esgil Plan Review Fee $16899 $10984 $9463 Sheet 1 of 1 macvalue doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB ADDRESS "2-1 DATE RESIDENTIAL RESIDENTIAL ADDITION MINOR « $10,000.00) TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER DATE ENGINEER DATE Docs/Mlsrormsyptannrng Engineering Approvals LA COSTA ENGINEERING 1 <J .} 0 K L- L I. O 0 G A V C CARISOAD CALPFOKMA <l20fi« IEL7f>IJ93l 0,190 FAX 438 52il CMAIL lcenfir''?(.onnct!ni;! corn CIVIL • S r R U C. T I' R A L MECHANICAL- PETROLEUM CLIENT XO&'i ' JOB ._...____LO_FY. CALCULATED BY CHECKED BY ... SCALE _ DA itt_ 4-50-03, DATE SHEET NO I OF |j _ __; i : j o___^3^i. i. :.._ • i. i_...sy : ftfr:. .tit.. ..L... LL_..!. A-uA:- Alba..._!.. u_ N-H::::hH:: :T HOW TO USE THESE TABLES 1 Determine the live load deflection criteria (MINIMUM CRITERIA PER CODE- L/360 or IMPROVED PERFORMANCE SYSTEM - L/480) and locate the appropriate table '2 Identify the loading condition (40 PSF LIVE LOAD/10 PSF DEAD LOAD or 40 PSF LIVE LOAD/20 PSF DEAD LOAD) and move to the appropriate section of the table MINIMUM CRITERIA PER CODE L/360 LIVE LOAD DEFLECTION -z 3 Select the on-center spacing you prefer 4 Scan down the column until you meet or exceed the span of your application 5 Scan left in the row to locate the TJI® joist series and depth which satisfies your condition IMPROVED PERFORMANCE SYSTEM L/480 LIVE LOAD DEFLECTION IP £*038 - sai - m -5 I2 9§ UJ LJ §°-J U- DEPTH 14" 16" .t'f/P.r'6: 150 250 150 250 350 550 250 350 550 250 350 550 22'-3" 23' 24'-10" 28'-2" 26'-5" 28 '-2" 321-0" 29'-3" 3T-2" u'-r 17'-10n 20'-4" 22'-8" 25'-8" 25'-8" 26'-8"W 23'-8"M 20'-0" 22' 16'-6" 15 '-8" 20'-8"f'' H'-ir ^22'-6" IS'-1 11'2' 26'-9"f')W <>? i DEAD LOAD®/Pro'55o < •^Q li 2$ DEPTH HP: 91/2" 14" 16" 150 250 150 250 350 550 250 350 550 250 350 550 zo'-r 22 '-5" 25'-6" 23'-10" 25'-6" 28'-))" 26'-5" 28'-2" 32 '-0" 21'-0n 22 '-5" 23'-10" 25'-6" 15 '-5" 16'-)" 20'-5" 23--2" 26'-3" 24'-r 25'-8" 29'-r 20'-5" 23'-2" 23'-8"« H'-7" 17 '-4" IS'-I" 21'-10n 20'-6"» 24' -9" 24'-2"W 27'-5" 19--9-W 22'-2"W 13 '-7" 16'-10"W 20'-3" 23'-0" 25 '-5"") 12 '-6" 20'-3"") 17'.9»W • Long term deflection under dead load which includes the effect of creep, common to all wood members, has not been considered for any of the above applications spans reflect initial dead load deflection exceeding 033", which may be unacceptable For additional information, refer to our TJ-Beam™ or TJ-Xpert"1 software or contact your Trus Joist MacMillan representative (l) Web stiffeners are required in hangers when the TJI®/Pro'" 550 joist span is greater than the spans shown in the following table .550: '£JL Not Required Not Required -40 PSF LIVE LOAD, 22 PSF DEAD LOAD 12" oc Not Required 16"192"oc 24'-10" 24" oc (2) Web stiffeners are required at intermediate supports of continuous span joists in conditions where the intermediate bearing width is less than 5V4" and the span on either side of the intermediate bearing is greater than the spans shown in the following table f.;-,;i50,f;;; - ,.-.K25o .; ',;'. "S350'; .= J.-550 f'-, % -X% feFsilVE L^lJfcP^l^^MDiiSil ^2^0^111 Web Stiffener Not Required Not Required Not Required 24'-3" 27 '-8" 20'-2" 23'-1" Not Required 16'-r 18'-5" 25'-8" 40 PSF LIVE LOAD, 20 PSF DEAD LOAD* * 12" oc 16" oc 192"oc 24" o c Web Stiffener Not Required 26'-11" 30'-9" 20'-2" 23'-l" Not Required 16'-9" 19 '-2" 26'-1P 13'-5" 15'-4" 21'-6' •12 PSF Dead Load at TJh'VPro™ 550 joists "22 PSF Dead Load at TJI'-'/Pio™ 550joisb GENERAL NOTES Tables are based on I • Assumed composite action with a single layer of appropriate span- s' rated glue-nailed wood sheathing for deflection only (spans shall be reduced 5" when sheathing panels are nailed only) • Uniformly loaded joists • Increase for repetitive member use has been included e Spans shown are clear distance between supports • Most restrictive of simple 01 multiple span e Fr,. ln-,^,nn ^nn^iti^nc r,r,t <t-iovvn rufpr )n PI F fahl.'i nn n;>or 1 1 WEB STIFFENER REQUIREMENTS • Required if the sides of the hanger do not laterally support the TJI® joist top flange or per footnotes on pages 20 and 21 • End Bearings T)l*/Pro™ 150 250 or 350 joists - not required TJI®/Pro™ 550 joists - may be required in hangers (sec footnote 1 above) • Intermediate Bearings Not required at intermediate bearing where joists are continuously spanned and the intermediate bearing is at least 5W wide For intermediate supports less than 5W wide, web stiffeners may be required ,, (see footnote 2 above) —H h— 1'/2'VI r _3/s»9'/2" 117/8" 14" or 16" •—| f— 2-Vis" "r I £ 14" or 16" L i 3'/2' 3 IV?"£ 14" or 16" TJI®/Pro™ 150 joists Top and bottom flanges of 1V2- x 1'/2" Microllam® LVL with %" Performance Plus® web DESIGN PROPERTIES TJI®/Pro™ 250 joists Top and bottom flanges of %" x 11/2" Microllam® LVL with %" Performance Plus® web TJI®/Pro™ 350 joists Top and bottom flanges of 25/i6" x 11/2° Microllam® LVL with %" Performance Plus® web TJI®/Pro™ 550 joists Top and bottom flanges of 31/2" x 11/2" Microllam® LVL with 7/i6" Performance Plus® web 24 3210 185 1120 1015 2030 N.A 27 4260-319 1420 1015 2030 2385 29 5210 474 1710 1015 2030 2385 33 6075 653 1970 1015 2030 2385 33 5000 -395 1420 1160 2320 2680 35 6135 584 1710 1160 2320 2680 38 7205 801 1970 1160 2320 2680 47 7675 593 1925 1400 3355 3830 50 9420 874 2125 1400 3355 3830 53 11065 1192 2330 1400 3355 3830 GENERAL NOTES • Design reaction includes all loads on the joist Design shear is computed at the face of supports including all loads on the span(s) Allowable shear may sometimes be increased at interior supports in accordance with NER-119 and NER-200 and these increases are reflected in span tables • The reaction values above are based on an assumed minimum bearing length of 13/t" at ends, 31/z" at intermediate supports The following formula approximates the uniform load deflection of A (inches) ForTJI®/Pro""150, 250 and 350 Joists ._ 22 5 wL< 2 67 wL2 El dx105 w = uniform load in pounds per lineal foot L = clear span in feet ForTJI®/Pro'"550 Joists ._ 22 5 wL" 2 29 wL2 El dxlO5 d - out to out depth of the joist in inches El = value from table MATERIAL WEIGHTS (Include Til® joist weights in dead load calculations - see table above for JOIST WEIGHTS) Sheathing Roofing Materials Floors Based on Southern pine -40 pcf for plywood, 44 pcf for OSB Asphalt shingles 2 5 psf Hardwood (Nominal 1 " ) Douglas fir -36 pcf for plywood, 40 pcf for OSB Wood shingles 2 0 psf Concrete (1 " thick) 1/2" plywood %" plywood %" plywood ll/s" plywood 1/2" OSB %" OSB %' OSB I 1 Va' OSB 1 1 Southern Pine 17 psf 20 psf 2 5 psf 3 8 psf 18 psf 2 2 psf 2 7 psf 41 psf iSHejftSSyStf&fiTB&jiburftAy Douglas Fir 15 psf 1 8 psf 2 3 psf 3 4 psf 17 psf 20 psf 2 5 psf 3 7 psf Clay Tile Slate (%" thick) Roll or Batt Insulation Rock Wool Glass Wool 90 to 140 psf 15 psf (1 " thick) 02 psf 01 psfr Regular Lightweight Sheet vinyl Carpet and Pad %" ceramic or quarry tile Gypsum concrete (%") Ceilings Acoustical fiber tile 1/2° gypsum board %" gypsum board Plaster (1 " thick) 40 psf 120 psf 80 to 100 psf 05 psf 10 psf 100 psf 65 psf 10 psf 2 2 psf 2 8 psf 8 0 psf IWISEMlCROLLA/vfLVL ALLOWABLE DESIGN PROPERTIES (100% LOAD DURATION) 1.9E MlCROLLAM® LVL ALLOWABLE DESIGN STRESSES (100% LOAD DURATION) Shear modulus of elasticity G " 118,750 psi Modulus of elasticity E = 19x106psi Flexural stress Fb = 2600 psi"> Compression perpendicular to grain parallel to glue line F^- 750 Compression parallel to grain Fcn = 2310 psi Horizontal shear perpendicular to glue line Fv = 285 psi r^-,0,36 ''' For 12-inch depth For others, multiply by (. d J f f,i shall not be increased for duration of load GENERAL ASSUMPTIONS FOR MICROLLAM® LVL • Lateral support is required at all bearing points and along compression edge at intervals of 24" on-center or closer • Bearing lengths are based on Microllam® LVL's bearing stress of 750 psi • Microllam® LVL beams are made without camber, therefore, in addition to complying with the deflection limits of the applicable building code, other considerations, such as long term deflection under sustained loads (including creep) ponding (positive drainage is essenbal) and aesthetics must be evaluated • Roof members shall either be sloped for drainage or designed to account for load and deflection as specified in the applicable building code • Tables on pages 4-7 include reductions applied in accordance with 1994 UBC 1606, 1997 NBC 1606 and 1994 SBC 1604 for floor live load, 1994 UBC 1606, 1997 NBC 1607 and 1994 SBC 1604 for roof live load in non-snow (125%) conditions • 3'/2° members are two pieces of \Vi" Microllam® LVL 5'/i" members are three pieces of 1%" Microllam® LVL • l3/i° x 16" and 1%" x 18"beams are to be used in multiple member units only See page 17 for multiple member beam connections 2 OE PARALLAM® PSL ALLOWABLE DESIGN STRESSES (100% LOAD DURATION) Shear modulus of elasticity G = 125,000 psi Modulus of elasticity E = 20x106psi Flexural stress Fb = 2900 psiO Compression perpendicular to grain parallel to wide face of strands Fcj_= 650 psi'2"3' Compression parallel to grain Fcn = 2900 psi Horizontal shear perpendicular to wide face of strands Fv = 290 psi (1) For 12-inch depth For others, multiply by [-j-J (2) F^ shall not be increased for duration of load (3) 750 psi for all Eastern Species Parallam® PSL and 13/4° thick Western Species Parallam® PSL. ALLOWABLE DESIGN PROPERTIES (100% LOAD DURATION) 13/4"2.0E Parallam® PSL 21Vi6" 2.0E PARALLAM0 PSL 9,535 4,805 175 78 10,025 4,935 190 80 13,800 5,845 320 95 15280 6,170 375 100 20,855 7,275 615 11 8 26,840 8,315 915 134 33,530 9,350 1 305 151 3V2" 2.0E PARALLAM® PSL 12,415 6,260 230 101 13,055 6,430 250 104 17,970 7,615 415 123 19,900 8,035 490 130 27,160 9,475 800 153 34,955 10,825 1,195 175 43,665 12,180 1,700 197 7" 2.0E PARALLAM6 PSL 24,830 12,520 460 202 26,115 12,855 500 208 35940 15,225 830 246 39,805 16070 975 260 54,325 18,945 1,600 306 69,905 21,655 2390 350 87,325 24,360 3400 394 51/4" 2.0E PARALLAM0 PSL 18,625 9,390 345 152 19,585 9,645 375 156 26,955 11,420 625 185 29,855 12,055 735 195 40,740 14,210 1,200 230 52,430 16,240 1,790 263 65,495 18,270 2,550 295 GENERAL ASSUMPTIONS FOR NON-TREATED PARALLAM® PSL • Lateral support is required at all bearing points and along compression edge at intervals of 24" on-center or closer • Parallam® PSL beams are made without camber, therefore, in addition to com- plying with the deflection limits of the applicable building code, other consider- abons, such as long term deflection under sustained loads (including creep), ponding (positive drainage is essential) and aesthetes, must be evaluated • Roof members shall either be sloped for drainage or designed to account for load and deflection as specified in the applicable building code • Reductions applied in accordance with 1994 UBC 1606, 1996 NBC 1606 and 1994 SBC 1604 for floor live load, 1994 UBC 1606 1996 NBC 1607 and 1994 SBC 1604 for roof live load in non-snow (125%) conditions • y/z° membeis may be two pieces of 1%" or a single 31/2° width beam 51/i" members may be three pieces 1%", one piece 13/4° with one piece 3V4", or a single 5Vi" width beam 7" members may be two pieces 1%" around one piece 31/2" , two pieces 3Vi", or a single 7" width beam See pages 7 6 and 17 for multiple member beam connections LA COSTA ENGINEERING 1950 K t L L O G C A V E CARLSBAD CALIFORNIA 92008 TEt 760 931 0290 FAX 438 5251 EMAIL lcan$r!®connectnet com CIVIL • STRUCTURAL M E C H A N I C A L • PETROLEUM CLIENT. JOB CALCULATED BY_ CHECKED BY SCALE DATE DATE SHEET NO ?? OF . LA COSTA ENGINEERING 1950 K i I 1 O G 0 A V £ CARLSBAD CALiruRNIA 92008 HI 760 051 0290 FAX438 5251 EMAIL Icengf^connPCtneT com CIVIL • STRLCTLRAL MiCHAN'ICAl* PCTROLCUM CLIENT JOB CALCULATED BY._ CHECKED BY SCALE DATE DATE SHEET NO 1 OF __ u-- pr JIT vn\ -.0.1 o ,oe>\- 3V, • 39»hH V:.. b-3, C ILl LA COSTA ENGINEERING 1950 KELLOGG A V E CARLSBAD CALIFORNIA 9200H TF1 760 931 0290 f-A\438 5251 EMAIL )cen£Jr@iconnectnet com CIVIL • S T R Ll C I U R A 1 MECHANICAL- PETROLEUM CLIENT__ JOB CALCULATED BY_ CHECKED BY SCALE DATE. DATL. _. SHEET NO.6 -OF. LA COSTA ENGINEERING 1950 K E L L O 0 0 A V E CARLSBAD CALIFORNIA 92008 FLL 760 931 0290 FAX438 5251 FMAIL It c'nijr'^'connectnet com CIVIL • S 1 R U C F Ll R A L MECHANICAI • PETROLEUM CLIENT JOB CALCULATED BY_ CHECKED BY SCALE DATl. DATE. SHEET NO___.OF Sfc, ' '/Oo.-1'O j C^" 0.44- LA COSTA ENGINEERING 1 9 5 0 KELLOGG A V t. CARLSBAD CALIfORMIA 02008 TH 760 931 0290 TAX •1385251 EMAIL kengr®connectne[ com CIVIL • STRUCTURAL MECHANICAL- PETROLEUM CLIENT. JOB . __ CALCULATED BY. CHECKED BY SCALE DAFE _ DATE SHEET NO |U OF __ LA COSTA ENGINEERING 1 >) S 0 K t L I O G G AVI CMil.SB.AD CALirORNIA 92008 TtL 7t>0 931 02<>0 F.AX4I8525I EMAIL IcengrBcorineunet com CIVIL • STRUCT URAL A1F<.HANICAl • PETROLEUM CLIENT__ JOB CALCULATtD BY_ CHLC.KEDBY SCALE DATE__ DATE_._ SHEET NO.OF. LA COSTA ENGINEERING 1 9 5 0 K C I L O G G A V E CARLSBAD CALIFORNIA 92008 TtL 760 931 0290 FAX 4)8 5251 EMAIt ltentjr@>connectnet com CIVIL • STRUCTURAL MECHANICAL* P E T R O i I U M CLIENT. JOB CALCULATED BY_ CHECKED BY .._ SCALE _. DArr-.._ DATE._ SHEET NO_-._OF . A (1 !K \ , e. /H,. TABLE 23-II-B-1 1997 UNIFORM BUILDING CODE \3 TABLE 23-II-B-1—NAILING SCHEDULE CONNECTION 1 Joist to sill or girder, toenail 2 Bridging to joist, toenail each end 3 1" x 6" (25 mm x 152 mm) subfloor or less to each joist, face nail 4 Wider than 1" x 6" (25 mm x 152 mm) subfloor to each joist, face nail 5 2" (51 mm) subfloor to joist or girder, blind and face nail 6 Sole plate to joist or blocking, typical face nail Sole plate to joist or blocking, at braced wall panels 7 Top plate to stud, end nail 8 Stud to sole plate 9 Double studs, face nail 10 Doubled top plates, typical face nail Double top plates, lap splice 11 Blocking between joists or rafters to top plate, toenail 12 Rim joist to top plate, toenail 13 Top plates, laps and intersections, face nail 14 Continuous header, two pieces 15 Ceiling joists to plate, toenail 16 Continuous header to stud, toenail 17 Ceiling joists, laps over partitions, face nail 18 Ceilmgjoists to parallel rafters, face nail 19 Rafter to plate, toenail 20 1" (25 mm) brace to each stud and plate, face nail 21 1" x 8" (25 mm x 203 mm) sheathing or less to each bearing, face nail 22 Wider than 1* x 8" (25 mm x 203 mm) sheathing to each bearing, face nail 23 Built-up corner studs 24 Built-up girder and beams 20d at 32" (813 mm) o c 25 T (5 1mm) planks 26 Wood structural panels and particleboard 2 Subfloor and wall sheathing (to framing) '/2* (12 7 mm) and less 19/32"-3/4" (15 mm-19 mm) 7/g"-l" (22 mm-25 mm) iVs"-!1/-*" (29 mm-32 mm) Combination subfloor-underlayment (to framing) 3/4" (19 mm) and less V-l" (22 mm-25 mm) I'/g'-l1/^ (29 mm-32 mm) 27 Panel siding (to framing)2 '/2* (12 7 mm) or less 5/g" (16 mm) 28 Fiberboard sheathing 7 1J2" (12 7 mm) Kfa" (20 mm) 29 Interior paneling V (6 4 mm) V (9 5 mm) MAILING' 3-8d 2-8d 2-8d 3-8d 2-16d 16d at 16" (406 mm) o c 3-16dperl6"(406mm) 2-1 6d 4-8d, toenail or 2-16d, end nail 16dat24"(610mm)oc 16da(16"(406mm)oc 8-16d 3-8d 8dat6"(152mm)oc 2-16d 16d at 16" (406 mm) o c along each edge 3-8d 4-8d 3-16d 3-16d 3-8d 2-8d 2-8d 3-8d 16d at 24" (610 mm) o c at top and bottom and staggered 2-20d at ends and at each splice 2-16d at each bearing 6d3 8d4 or 6d5 8d3 10d4 or 8d5 6d5 8dS 10d4 or 8d5 6d« 8d6 No 11 ga * 6d4 No 16 ga9 No 11 ga8 8d4 No 16 ga' 4d'° 6d» 'Common or box nails may be used except where otherwise stated 2Nails spaced at 6 inches (152 mm) on center at edges, 12 inches (305 mm) at intermediate supports except 6 inches (152 mm) at all supports where spans are 48 inches (1219 mm) or more For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Sections 2315 3 3 and 2315 4 Nails for wall sheathing may be common, box or casing 3Common or deformed shank 4Common 5Deformed shank 6Corrosion-resistant siding or casing nails conforming to the requirements of Section 2304 3 'Fasteners spaced 3 inches (76 mm) on center at exterior edges and 6 inches (152 mm) on center at intermediate supports 8Corrosion-resistanl roofing nails with 7/i6-mch-diameter (11 mm) head and iVj-mch (38 mm) length for '/2-inch (12 7 mm) sheathing and !3/4-mch (44 mm) length for 25/32-mch (20 mm) sheathing conforming to the requirements of Section 2304 3 'Corrosion-resistant staples with nominal'/js-inch (11 mm) crown and iVg-inch (29 mm) length for V2-mch (12 7 mm) sheathing and lV2-mch (38 mm) length for ^fo-inch (20 mm) sheathing conforming to the requirements of Section 2304 3 10Panel supports at 16 inches (406 mm) [20 inches (508 mm) if strength axis in the long direction of the panel, unless otherwise marked] Casing or finish nails spaced 6 inches (152 mm) on panel edges, 12 inches (305 mm) at intermediate supports "Panel supports at 24 inches (610 mm) Casing or finish nails spaced 6 inches (152 mm) on panel edges, 12 inches (305 mm) at intermediate supports 2-282 LA COSTA ENGINEERING 1950 KELLOGG AVE CARLSBAD CALIFORNIA 92008 TEL 760 931 0290 FAX 438 5251 EMAIL Icengreconnectnet com CIVIL • STRUCTURAL MECHANICAL* PETROLEUM &ooj UH C^w !j w nJ 13 O (4 ,« Ooo J J 0 & < W ffi</> ^!g£ i ^! «o €> x'*(A * a 292^Ie3mtf> X$pE O iflfa 4! 3S8 c^ 3 s<i £3 ^ CO ^c~« OCV x *en * & P^B ]?^£JL^><( i?3«tnzO cs s|* §^y^EPtjs: i!2!f '^ ^* I! ii a ${ s, s<£ - 3 . *S3^«?5zO '-% m i%[^«3 JS|| J^TJfiE^ii <0 <0 cb X UiJ^§<Oj|?<0 ^J ^<^<^<s 22 £3 S! ^1 ^-<4 8-°9fr^jB PfeB: sr1"^*-C^>5 S$^U<n3>O c« %il ^o 8°oi^sl ?i2Sys **5 ^ I §£ 2ND FLOOR FRAMING NOTES THE GENERAL CONDITIONS, SPECIFICATIONS. GENERAL NOTES ON SHEET SD-0, GENERAL STRUCTURAL DETAILS ON SHEET SP-I THRU SD-5 AMP THE FOLLOWING APPLY TO THE WORK OF THE SECOND FLOOR FRAMING. CONTRACTOR SHALL CHECK FLOOR FRAMING DIMENSIONS AGAINST THE ARCHITECTURAL PLAN ANp WT1FY THE ARCHITECT ANPENGIKESt Cf ANT OMISSIONS AKD/OR D1SCREPENCIE5 BS=ORE STARTING WORK. 2. AUWA11S AT THIS LEVEL ARE TO BE 2x4 STUDS AT 16" O.C U.O.N. 3 SEE ARCHITECTURAL FtANS FOR LOCATIONS OF 2x6 PLUMBING WALLS, 4 BEARING HEADERS SPANNING W OR MORE SHALL HAVE AT LEAST 2-2x TRIMMER CONTINUOUS TO THE SILL PLATE UttN. TJI I TJI CANT iNPICATES II -M&' TJ/PRO 150 SERIES AT W.2* jk O.C U.RO ON PLANS WITH 3/4* THICK FLOOR T SHEATHIN© AS SPECIFIED ON SHEET SPO SEE BEfiOK '' TJiyPRO BO SERIES FLOOR JOIS1 'OjCUXO SEEBELOW \i INDICATES T CANT1LEVS?EP AT - INDICATES SHEAR WALL TYPE AND LOCATION. REFER TO SHEAR WALL SCHEDULE FOR CONSTRUCTION AND NAILING REQUIREMENTS. INDICATES POST AND SIMPSON HOLDOWM ANCHOR. INSTALL HOLDOWN ANCHOR PER MA^l^ACT^KERS•RECCttMENDAT^OK5 AND DETAILS 13-SDI AND 14-SDI INDICATES. CONTINUOUS POST FROM SILL PLATE TO TOP PLATE DIRECTLY BELOW BOTTOM CHORD OP TOSS, 10 ALL SHEAR CONNECTORS AND BLOCKINGS MJST BE INSTALLED PRIOR TO THE INSTALLATION OF FLOOR SHEATHING. INDICATES SHEAR PANEL APPLIED TO ENTIRE MALL. (INCLUDES ABOVE AND BELOW OPENINGS 12. USE SIMPSON HAN6ER DESIGNED BY TRUSS SUPPLIER FOR ALL TRUSS TO BEAM OR 6.T CONN. 13 USE SIMPSON FULL DEPTH W-HANSER (MAX -FILL ALL HOLES INCLUDING TRIANGLE HOLES) FOR BEAM TO BEAM CONNECTIONS, U KU? ON PLANS OR DESIGNED BY TRUSS SUPPLIER 14 USE TJI BLOCKING TO BLOCK JOISTS AT WALL 15 CARRY ALL MULTIPLE STUDS OR POSTS FROM SECOND FLOOR DOWN TO FIRST FLOOR OR BEAM BELOW. PROVIDE 4X SOLID BLOCKING 6 FLOOR LEVEL DJ DECK JOIST AT 16' 0£ UHO. n BALLOON FRAME INDICATES WAa CONTINUOUS FROM SILL PLATE TO TOP PLATE DIRECTLY BELOW BOTTOM jCHORD OF TRUSS l& 6 T.s GIRDER TRUSS PROVIDE MIR 2-2X At SUPPORT U NX?. M JT = JACK TRUSS AT 24* 0£ 20 ML = I 3/4" X II W M1CROLAM 21 PL = 3l/2"Xin/d"PARALLAMU.N.O ON PLAN. * 22 TS = I 1/4' X II W TIMBERSTRAND 23 5/ft" THICK FLOOR SHEATHING MAY BE USED IF ALL TJ I FLOOR llo (1 FOUNDATION NOTES IT SHALL BE THE CONTRACTORS RESPONSIBUTY TO VERIFY ALL DIM'SUflTH THE ARCHITECTURAL FLOOR PLAN AND NOTFf THE ARCHITECT AMD ENGINEER OF ANY DISCREPANCES PRIOR AT STARTING U0RK. THE GENERAL CONDITIONS, SPECFICATIONS, GENERAL NOTES ON SHEET6D-0 AND THE FOLLOWNG APPLY TO THE WORK OF THE FOUNDATION, 1 SUB-GRADE PREPARATIONS SHALL CONFORM TO THE REQUIREMENTSOF THE SOILS REPORT AND SHALL BE PERFORMED UKDER THESUPERVISION OF THE SOILS ENGINEER 2 ^INDICATES POST AND SIMPSON WOLDOBN ANCHORSEE DETAILS BAND WON SHEET SDf FOR TYPE OF BOLT 4 EMBEDMENT REQUIREMENTS, REFER TO MANAFACTURcR'S MANJAL FOR ADDITIONAL *EO]IREHHNT&ALL HODDOM4& MUST BE PROPERLY T£D K PLACE FflORTO POURING CONCRETE. NDICATES SHEAR WALL LOCATION, REFER TO/NCHORBaT SCHEDULE ON THIS SHEET FOR SPAONS OFANCHOR BOLTS. Ifc INDICATES POST IWTH SMPSON POST BASE TO FOUNDATION. &. HPAHD22-2P HOLDDCUJN SERIES SHALL BE USED IN LIEU OF HPAHD22 HOLDDOINS IF FOUNDATION IS CONSTRUCTED IUTH A TOO POUR SYSTEM. e- FOOTINGS ARE TO BE EXAMINED AND CERTFIED IN UHTING BY THE PRWECT SOIUSEaOQY 0GNEER PRIOR TO PLACB^T OF CONCRETE 1 r —~ 7 NDCATES SHEAR BALL AFftED TOBITIFEmL WTAU A'V- — AMCHOR BOLTS PER ANCHOR BOLT SOGXlIWRENTlFE ' LENGTH OF WALL 6 THE FOLLOWING NOTES SHALL AF«.Y TO THE FOUNDATION NOTES F FOUNDATION IS A POST - TENSIONED CONCRETE SLAB SYSTEM A FONDATION SYSTEM^ A POST TENSIONED CONCRETE 8LAB SYSTEM DESIGNED BY OTHERS DESIGN AND SHOP DRAUlNGS MUST BE AC MJST BE SOBITTED TO THE B&QRCf RECORD FOR APPROVAL B PERIMETER FOOTINSS MU&T BE DESIGNED TO RESIST P00 PLF LINE LOAD AND 5 KIP POINT LOAD ACTItt DOUNUiARD.UNjO. C. INTERIOR SLAB MUST GE DESIGNED TO RESIST \pM PLF LNE LOAD AND £ KIP POINT LOAD ACTING DOUMUARD, UKO. D DEEF©iFOOTNGANDSlJ6TORK^IV€HARWIMRE(ANQWRBa^^ STRAP, ETCJ AS FEGUIREP. DE&WFOOTIN& TO SFFORTtftM FORCE FRDM HOLDOUNS TO DEVELOP FULL CAPJCITY FROM WE HARD8IAFE E. POST TENSION aAB DESIGN SHOULD BE PERPTI MANUAL DESIGN CRt!ERIAA»|D30IL$ REPORT DBIECTICN SHALL BE LIMITED TO U4M Aai«WDATlONHARD9WRc,EXCUJDIM& TYPICAL ANCHOR BOLTS MUST BE SECURED N PLACE PRIOR TO REQUESTS A FOUNDATION NSPECTIOM . PRIOR TO THE CONTRACTOR REOESTINS A BUILDING DEPARTMBff FONDATION N5PECTIOM, THE S01S ENSINEER SHALL ADVISE THE BUILDING OFHCMLNWRITNSTHAT (WHEN REQUIRED BY THE SOILS RBW t) THE BUILDING PAD WAS PREPAIRED IN ACCORDANCE WITH WE SOILS REPORT b> THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND COMPACTED. c) THs FOUNDATION EXCAVATIONS .THE SOILS EXPANSIVE CHARACTER- ISTICS AND BEARNS CAPACITY CONFORM TO THE SOILS REPORT G so COMPENSATION INSURANCE POLICYHOLDER COPY PO BOX 807, SAN FRANCISCCXCA 94142-0807 CERTIFICATE OF WORKERS' COMPENSATION INSURANCE ISSUE DATE 18-01-2001 GROUP POLICY NUMBER 1607573-2002 CERTIFICATE ID: 1 CERTIFICATE EXPIRES 12-01-20O3 12-01-2002/12-01-2003 CONTRACTORS STATE LICENSE BOARD ATTN: WORKERS' COHP. UNIT BOX 26000 SACRAMENTO CA 95826 LICENSE NUMBER LIC #275844 INCEPTION DATE: 12-01-2002 D.O. SD This is to certify that we have issued a valid Workers' Compensation insurance policy in a form approved by the California Insurance Commissioner to the employer named below for the policy period indicated This policy is not subject to cancellation by the Fund except upon 10 days' advance written notice to the employer We will also give you 10 days' advance notice should this policy be cancelled prior to its normal expiration. This certificate of insurance is not an insurance policy and does not amend, extend or alter the coverage afforded by the policies listed herein. Notwithstanding any requirement term, or condition of any contract or other document with respect to which this certificate of insurance may be issued or may pertain, the insurance afforded by the policies described herein is subject to all the terms, exclusions and conditions of such policies AUTHORIZED REPRESENTATIVE PRESIDENT EMPLOYER'S LIABILITY LIMIT INCLUDING DEFENSE COSTS. $1,OOO,OOO.OO PER OCCURRENCE. STANDARD EXCLUSION INDIVIDUAL EMPLOYERS AND HUSBAND AND WIFE EMPLOYERS ARE NOT ELIGIBLE FOR BENEFITS AS EMPLOYEES UNDER THIS POLICY EMPLOYER EBDINGTON, T. LARRY 3330 DOVE HOLLOW RD OLIVENHAIN CA 92021* THIS DOCUMENT HAS A BLUE PATTERNED BACKGROUND