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HomeMy WebLinkAbout2245 HIGHLAND DR; ; CB042536; Permit03-2'1-2006 Job Address Permit Type Parcel No Valuation Occupancy Group # Dwelling Units Bedrooms Project Title Applicant DANA WHETSEL 760 945-5249 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No CB042536 Building Inspection Request Line (760) 602-2725 2245 HIGHLAND DR CBAD RESDNTL 1560512400 $106,251 00 1 Sub Type SFD Lot# 0 Construction Type VN Reference # Structure Type SFD Bathrooms 1 DUNN RES-635 SF SFD UNIT OVER 1792SF GARAGE/STORAGE & 371SF DECK Status Applied Entered By Plan Approved Issued Inspect Area Orig PC# Plan Check# PENDING 06/24/2004 RMA Owner DUNNJIM&ROSEMARIE 4316 CASANNA WAY #305 OCEANSIDECA 92057 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 $568 12 $000 $369 28 $240 00 $000 $1063 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 Meter Size Add'l Reel Water Con Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF PFF (CFD Fund) License Tax License Tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) Sidewalk Fee PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Housing Impact Fee Housing InLieu Fee Housing Credit Fee Master Drainage Fee Sewer Fee Additional Fees $000 $000 $000 $000 $000 $000 $000 $000 $474 70 $535 30 $000 $6900 $3500 $2400 $000 $000 $000 $91850 $927 00 $47700 PIC,I V\ // \\ // 1_ TOTALS f ^ t H B W II J Total Fees $4,648 53 Total Payments Jo Date ^7 // \\1 // \\ » PfMIT^E11"^ H //Ml / / $350 26 fi—\^1 11 Balance ',*^> | '-J^v $4,648 53 Due. j $4,298 27 / Inspector FINAL APPROVAL Date 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 City of Carlsbad Building Department May 10, 2005 To Whom It May Concern, This letter is being written to clarify a matter at A P.N 156-051-24-00 there has been some confusion with the address for this parcel The correct address is 2245 Highland Drive. Please make not of this for future reference If you have any questions please call me at (760) 602-2717 Sincerely, Scott Burns Building Technician cc Pacific Bell, SDG&E, US Post Office, Carlsbad Postmaster, County Tax Assessor, Adelphia Cable, James Dunn 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (76O) 6O2-27OO Building Counter • (760) 6O2-2719 • FAX (760) 6O2-8558 i&UC. ui t "Ir. * ,, Carlsbad O4-2536 March 17, 2005 EsGil Corporation In (Partners Hip until government for QiuiCding Safety DATE March 17, 2005 JURISDICTION Carlsbad PLAN CHECK NO O4-2536 PROJECT ADDRESS 2245 Highland Dr. Q APPLICANT PLAN REVIEWER a FILE SET I (REV) PROJECT NAME Second Dwelling Unit for James Dunn - Plan Change The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes 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 Xj 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 REMARKS By Sergio Azuela Esgil Corporation Enclosures GA MB EJ PC 3/11 trnsmtl dot r „ Carlstad 04-2536 March 17, 2005 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO O4-2536 PREPARED BY Sergio Azuela DATE March 17, 2005 BUILDING ADDRESS 2245 Highland Dr. 2nd Dwelling/James Dunn/Plan Changes BUILDING OCCUPANCY R-3&U-1 TYPE OF CONSTRUCTION V-N BUILDING PORTION Time Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Bldg Permit Fee by Ordinance J Y Valuation Multiplier By Ordinance Reg Mod VALUE (S) Plan Check Fee by Ordinance $240 00 Type of Review D Complete Review D Other r-n Hourly Structural Only Hours * Esgil Plan Review Fee $19200 Based on hourly rate Comments Sheet 1 of 1 macvalue doc V _ ^>;v EsGil Corporation In tpartnersfiip witfi government for <Buif<ftn0 Safety DATE September 2, 2004 ' Q APPLICANT JURISDICTION. City of Carlsbad PLAN CHECK NO • 04-2536 SET II PROJECT ADDRESS. 2245 Highland Drive PROJECT NAME Auxiliary Dwelling Unit and Garage for James Dunn Q PLAN REVIEWER Q FILE X] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes 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 Telephone # (by ) Fax In Person Fax # X] Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgrt Corporation staff did advise the applicant that the plan check has been completed. Person contacted Date contacted Mai! Telephone REMARKS Plan approval is contingent^ya!! applicable remedial soils recommendations required by soils consultant being completed under separate permit By Sergio Azuela Enclosures Esgi! Corporation GA D MB EJ D PC 08/26/2004 trnsmtldot 9320 Chesapeake Dnve, Suite 208 * San Diego, California 92123 • (858)560-1468 *• Fax (858) 560-1576 EsGil Corporation In {partnership witfi government for <Bui(d*ing Safety DATE July 9, 2004 a APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 04-2536 SET I PROJECT ADDRESS 2245 Highland Dr. PROJECT NAME Second Dwelling Unit for James Dunn The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes 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 DanaW Whetsel 1352 Hodges Road, Oceanside, CA 92056 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 Dana W. Whetsel Telephone # (760)945-5249 Date contacted "} / / oV (by. ftyc) Fax # Mail -Telephone Fax^ In Person REMARKS By Sergio Azuela Enclosures Esgil Corporation D GA D MB D EJ D PC 6/28 tmsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 Carlsbad 04-2536 July 9, 2004 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO 04-2536 JURISDICTION Carlsbad PROJECT ADDRESS 2245 Highland Dr. STORIES 2 HEIGHT FLOOR AREA Dwelling 635 SF Garage/Storage 1,792 SF Deck 371 SF REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED July 9, 2004 DATE PLANS RECEIVED BY ESGIL CORPORATION 6/28 PLAN REVIEWER Sergio Azuela FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02) The above regulations apply to residential construction, regardless of the code editions adopted by ordinance The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106,4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 04-2536 lJuly 9, 2004 • PLANS 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted tn one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGiI Corporation is complete 2 Plans and specifications shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction Specify expiration date of license. (California Business and Professions Code) a) Structural plans and specifications 3. Specify on the Title Sheet of the plans the gross floor area of each element of this project, including deck Section 106 3 3 4 Show on the title sheet all structures, pools, walls, etc included under this application Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" Section 10633 a) Carport and detached Garage • FIRE PROTECTION 5 Show locations of permanently wired smoke detectors with battery backup a) Inside each bedroom b) Centrally located in corridor or area giving access to sleeping rooms c) On each story • NOTE Detectors shall sound an alarm audible in all sleeping areas of the unit Section 3109.1 Carlsbad 04-2536 July 9, 2004 • GENERAL RESIDENTIAL REQUIREMENTS 6 Sleeping rooms shall have a window or exterior door for emergency escape Sill height shall not exceed 44" above the floor Windows must have an openable area of at least 5 7 square feet with the minimum openable width 20" and the minimum openable height 24" The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of separate tools Section 3104 7 Glazing in the following locations should be of safety glazing material in accordance with Section 2406 4 (see exceptions) a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors • Sliding Glass Doors b) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface • Windows adjacent to sliding glass doors • EXITS, STAIRWAYS, AND RAILINGS 8 Guardrails (Section 509 1) a) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B 9 Provide stairway and landing details Sections 1003 3 3 a) Maximum rise is 7" and minimum run is 11" When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum b) Minimum width is 36" c) Clearly show it on plans for the exterior stairs on the right side Include all applicable dimensions 10 Handrails (Section 1003 3 3 6) a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous b) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail c) Ends of handrails shall be returned or shall have rounded terminations or bends Carlsbad 04-2536 'July 9, 2004 • ROOFING 11 Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters) The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents) Show area required and area provided Section 1505 3 12 Where eave vents are installed, insulation shall not block the free flow of air A minimum of 1" of air space shall be provided between the insulation and the roof sheathing To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists Section 15053 13 Note on the plans "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension." Section 15053 • GARAGE AND CARPORTS 14 Garage requires one-hour fire protection on the garage side of walls and ceiling common to the dwelling Table 3-B, Section 302 4 a) Clearly show on plans which walls and roof-to-ceiling will be protected 15 All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-resistive protection on the garage side Section 302 2 a) Clearly show on plans which walls and roof-to-ceiling will be protected Including the underside of the deck 16 Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling Section 302 4 a) Clearly show on plans which doors will be protected, including the exterior door opening to the underside of the deck 17 Provide an 18" raised platform for any FAU, water heater, or other device in the garage which may generate a flame or spark UMC Section 303 1 3, UPC Section 510.1 • FOUNDATION REQUIREMENTS 18 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804 a) By Vmje & Middleton Engineering, Inc See Foundation Note 2 on sheet SN1 Carlsbad 04-2536 'July 9, 2004 19. Show distance from foundation to edge of cut or fill slopes ("distance-to- daylight") and show slope and heights of cuts and fills Chapter 18 20. Note on plans that surface water will dram away from building and show drainage pattern Section 1804 7 21. Show foundation bolt size and spacing Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan Section 1806 6 a) Please include the shear walls on the foundation plan • FRAMING 22. Show stud size and spacing Maximum allowable stud heights Bearing wall 2 x4 and 2x6 max 10', Non-bearing: 2x4 max 14', 2x6 max 20' Table 23-IV-B a) Exterior wall on line 2 at the second floor 23 Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i e , a "review" stamp on the truss calculations or a letter) Section 106 3 4.1 24 Show on the plans all structural requirements developed in the structural calculations Section 106 3 3 * a) Shear wall type 5 at B line as shown on sheet L1 25 Detail shear transfer connections, including roof and floor diaphragms, to shear walls Section 2315 a) Please clarify how'? Is the shear transfer to be done at detail 9/SD2 b) Also include a shear transfer for the shear wall type 5 at B line as shown on sheet L1 26 Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30" Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening Section 1505 1 • MECHANICAL (UNIFORM MECHANICAL CODE) 27 Show the location, type and size (BTU's) of all heating and cooling appliances or systems. 28 Note on plan Gas vents and noncombustibfe piping in walls, passing through three floors or less, shall be effectively draft stopped at each floor or ceiling UBC, Section 711 3 29 Detail the dryer exhaust duct design from the dryer to the exterior The maximum length is 14 feet with (two) 90° elbows UMC Section 504.2 2 Carlsbad 04-2536 July 9, 2004 • ELECTRICAL (NATIONAL ELECTRICAL CODE) 30 Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels If service is over 200 amps, submit single line diagram, panel schedule and load calculations Additional corrections may follow • PLUMBING (UNIFORM PLUMBING CODE) 31 In the garage, provide an adequate barrier to protect water heater from vehicle damage An 18" platform for the water heater does not satisfy this requirement UPC, Section 5103 32 Show T and P valve on water heater and show route of discharge line to exterior UPC, Section 608 5 33 In Seismic Zones 3 and 4, show that water heater ts adequately braced to resist seismic forces Provide two straps (one strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank) UPC, Section 510 5 • ENERGY CONSERVATION 34 Show the make, model, type and efficiency of the space heating (or cooling) system 35 Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s) and bathrooms (containing a tub or shower) 36 Note on the plans "The manufactured windows shall have a label attached certified by the National Fenestration Rating Council (NFRC) and showing compliance with the energy calculations " To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No U barlsbad 04-2536 July 9, 2004 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. /Carlsbad 04-2536 July 9, 2004 JURISDICTION Carlsbad VALUATION AND PLAN CHECK FEE PREPARED BY Sergio Azuela BUILDING ADDRESS 2245 Highland Dr. BUILDING OCCUPANCY. R-3 & U-l PLAN CHECK NO 04-2536 DATE July 9, 2004 2nd Dwelling for James Dunn TYPE OF CONSTRUCTION V-N BUILDING PORTION Dwelling Garage/Storage Deck Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 635 1792 371 635 cb Valuation Multiplier 8200 2300 1200 300 By Ordinance Reg Mod VALUE ($) 52,070 41,216 4,452 1,905 99,643 $546.56 1994 UBC Plan Check Fee Type of Review Complete Review D Other ,—, Hourly D Structural Only Hour* Esgil Plan Review Fee $355 26 $306 07 Comments Sheet 1 of 1 macvalue doc J.esse D. Moore Structural Engineer (760)630-6133 STRUCTURAL CALCULATIONS PROJECT.RESIDENTIAL GARAGE / ACCESSORY BUILDING LOT AT NORTH TERMINUS OF HIGHLAND DRIVE CARLSBAD, CA CLIENT JAMES DUNN JOB NO: DATE' 0409 JUNE 14,2004 PREPARED BY JESSE D MOORE CM- DESIGN CRITERIA REFERENCE:2001 CALIFORNIA BUILDING CODE ROOF DEAD LOAD: CONCRETE TILE ROOFING 10 0 PSF 1/2" PLYWOOD SHTHG 1 5 PSF ROOF FRAMING 3 0 PSF INSULATION 1 0 PSF CEILING 30 PSF MISCELLANEOUS 1 5 PSF TOTAL ROOF DEAD LOAD 20 PSF ROOF LIVE LOAD (TABLE 16C) 16 PSF FLOOR DEAD LOAD: FLOOR FINISH FLOOR SHEATHING INSULATION FLOOR FRAMING PARTITIONS MISCELLANEOUS TOTAL FLOOR DEAD LOAD 1 OPSF 2 5 PSF 1 OPSF 4 OPSF 5 OPSF 1 5 PSF 15 PSF FLOOR LIVE LOAD 40 PSF SEISMIC: OCCUPANCY CATEGORY SOIL PROFILE NEAR SOURCE FACTOR (Na) Z I (P Ca R n V WIND: Ce Cq qs Iw P 1 13 (EXPOSURE C) 1 3 126PSF(70MPH) 1 0 18.5 PSF (USE 20 PSF) 4 Sd 1 0 04 1 0 1 0 044 55 28 0.24W (SIMPLIFIED DESIGN BASE SHEAR) Title Job # Dsgnr Date 901AM, 14 JUN 04 Description Scope Rev 560100 User KW 060625 Ver 5 6 1 25-Ocl-2002 (c)1983 2002 ENERCALC Engineering Software T**^^*^4J'Ud*t4LlllH»-»''«l^>^^^frlMMEg»a^ Description roof beams 1 Timber Member Information Timber Section Beam Width in Beam Depth in Le Unbraced Length ft Timber Grade Fb - Basic Allow psi Fv - Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status imuer Beam Ot JOISl d \projects\aunngarage\calcs\durnrjuildinge Calculations are designed to 1997 NDS and 1997 UBC Requirements rb1 rb2 Prtlm 35 4x6 3 500 5 500 14 000 3 500 7 00 0 00 fruss Joisl - MacMil Houglas Fir - Larch 2,900 0 875 0 290 0 95 0 2,0000 1,6000 1 250 1 250 Manuf/Pine Manuf/Pme No No Center Span Data Span ft Dead Load #/ft Live Load #/ft 21 00 28000 300 31000 31000 Cantilever Span Span ft Uniform Dead Load #/ft Uniform Live Load #/ft Point #1 DL Ibs LL Ibs @X ft Results Ratio = IMIfffl*^TflffBl^fifflTiTWrJhB?F^Ki8!ilMr^^ Mmax @ Center m-k @X= ft Mmax @ Cantilever in-k fb Actual psi Fb Allowable psi fv Actual psi Fv Allowable psi 700 28000 20800 42000 33600 7000 05304 EZE^^SESSkiSE^B131 09 882 -206 98 1,8103 3,4129 Bending OK 111 0 3625Shear OK 06815 | 837 1 50 000 7454 1 ,093 8 Bending OK 586 1188Shear OK Reactions @ Left End DL Ibs LL Ibs Max DL+LL Ibs ©Right End DL Ibs LL Ibs Max DL+LL Ibs Deflections FiItFlli'^'^iiJiitf ijffin^BffP^^^^^Ktfifr^^ Center DL Defl in L/Defl Ratio Center LL Defl in L/Defl Ratio Center Total Defl in Location ft L/Defl Ratio Cantilever DL Defl in Cantilever LL Defl in Total Cant Defl in L/Defl Ratio 2,473 33 -354 67 2,11867 5,786 66 2,14667 7,933 33 Ratio OK m^mmui2AJiit<t&^S9 -0478 5277 0227 1,1079 -0478 9660 5277 0159 -0507 -0348 4829 46500 46500 93000 46500 46500 93000 Deflection OK | -0018 2,003 5 -0018 2,003 5 -0036 1 500 1,001 8 Title Dsgnr Description Job# Dale 901AM, 14JUN04 Scope Rev 560100User KW 060625 Ver 5 6 1 25 Oct 2002 (c)19B32002 ENERCALC Engineering Software Steel Beam Design Page 1 d \projecls\dunn garage\calcs\dunn building e Description fb1 General Information Steel Section W10X22 Center Span Left Cant Right Cant Lu Unbraced Length 1200 ft 000 ft 000 ft 000 ft Calculations are designed to AISC 9th Edition ASD and •^-•^^•••J^J^Mlii^^J^BB^^^I^PJP^TT^JMii^ai^LL^^, IPLLJ-B^^B^H-JmS— ^JfcZ^L'-ngBffiafllffl Fy Pinned-Pmned Load Duration Factor Bm Wt Added to Loads Elastic Modulus LL & ST Don't Act Together 1997 UBC Requirements U," ' lIUfJfJ^fS^^^^fV^^ffH-^M^^^^ 50 OOksi 1 00 29,000 Oksi Distributed Loads #1 DL 0 330 LL 0 560 ST Start Location End Location 12000 #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft 1 Summary | Using W10X22 section, Span = 12 00ft, Fy = 50 Oksi End Fixity = Pinned-Pmned, Lu = 0 00ft, LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 16417 k-ft 8 489 ksi 0257 1 5472k 2 242 ksi 0112 1 Beam OK Static Load Case Governs Stress Allowable 63 815 k'ft Max Deflection -0 124 in 33 °°° ksi Length/DL Defl 3,000 2 1 Lengtn/(DL+LL Defl) 1,1581 1 48816 k 20 000 ksi | Force & Stress Summary «- These columns are Dead + Live Load placed as noted --» Max M + Max M - Max M @ Left Max M @ Right Shear @ Left Shear© Right Center Defl Left Cant Def! Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 16 42 k-ft 547k 547k -0 124 m 0000 in 0 000 m 0000ft 547 547 DL Only 634 211 211 -0048 0000 0000 0000 2 11 211 LL (S Center 1642 547 547 -0124 0000 0000 0000 547 547 LL+ST (® Center -0048 0000 0000 0000 211 2 11 LL (3> Cants 0000 0000 0000 0000 LL+ST jS; Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 tn k k Fa calc'd per Eg E2-1, K*L/r<Cc Beam Passes Table B5 1, Fb per EQ F1-1, Fb = 0 66 Fy Section Properties Depth Width Web Thick Flange Thickness Area W10X22 10 170 in 5 750 in 0240m 0360m 649m2 Weight I -XX i-yyS-xx S-yy 22 04 #/ft 11800m4 11 40m4 23 206 m3 3 965 m3 r-xx r-yy Rt 4 264 in 1 325 m 1 510 in Title Dsgnr Description Job# Date 901AM, 14 JUN 04 Scope Rev 560100User KW-060625 Ver 5 6 1 25 Oct 2002 LLt)19B32002ENERCALC Engineering Software Description floor beams 1 Timber Beam & Joist Page 1 d\projec!s\dunn garage\calcs\dunn building e — — ••- — — 1 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi fb2 Prllm 52 5250 14000 000 fruss Joist MacMil 2,900 0 2900 2.0000 1 250 Manuf/Pme No Center Span Data Span Dead Load Live Load Results Mmax @ Center@x = fb Actual Fb Allowable fv Actual Fv Allowable ft #/ft #/ft 1000 43000 37600 Ratio = 0 1945 m-k ft psi psi psi psi 12090 500 7050 3,625 0 Bending OK 632 3625Shear OK Reactions @ Left End Dl_ LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 2,15000 1,88000 4,030 00 2,12000 1 ,880 00 4,03000 Ratio OK in in in ft -0040 2,978 1 -0035 3,4058 -0076 5000 1,5888 Title Dsgnr Description Job# Date 901AM, 14 JUN04 Scope Rev 560100 User KW 060625 Ver 5 6 1 25 Ocl 2002 (c)1983 2002 ENERCALC Engineering Software Steel Beam Design Page 1 d \projects\dunn garage\ca1cs\dunn building e Description fb3 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section • W10X22 Center Span Left Cant Right Cant Lu Unbraced Length 24 00 ft 000 ft 000 ft 000 ft Pinned-Pinned Bm Wt Added to Loads LL & ST Act Together Load Duration Factor Elastic Modulus 50 OOksi 1 00 29,000 Oksi #1 #7 DL LL ST Start Location End Location 0163 0270 k/ft k/ft k/ft ft ft 1 Summary \ Using W10X22 section, Span = End Fixity = Pinned-Pinned, Lu Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv Beam OK 2400ft, Fy = 500ksi = 0 00ft, LDF = 1 000 Actual 32 763 k-ft 16942 ksi 0513 1 5461 k 2 237 ksi 0112 1 Allowable 63815 k-ft 33 000 ksi 48816 k 20 000 ksi Max Deflection Length/DL Defl Length/{DL+LL Defl) -0 993 in 7135 1 290 1 1 Force & Stress Summary «- These columns are Dead Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 32 76 k-ft 546k 546k -0993 m 0000 in 0 000 m 0000ft 546 546 DL Only 1332 222 222 -0404 0000 0000 0000 222 222 LL (® Center 3276 546 546 -0993 0000 0000 0000 546 546 LL+ST (5) Center -0993 0000 0000 0000 546 546 + Live Load placed as noted ~» LL (3> Cants 0000 0000 0000 0000 LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 m k k Fa calc'd per Eq E2-1, K*l_/r<Cc Beam Passes Table B5 1, Fb per Eq F1 -1, Fb = 0 66 Fy Depth Width Web Thick Flange Thickness Area 10170m 5 750in 0 240 in 0 360 in 649m2 Weight I-xx l-yy S-xx S-yy 22 04 #/ft 11800m4 11 40 m4 23 206 in3 3 965 in3 r-xx r-yy Rt 4 264 in 1 325 in 1 510 m Title Dsgnr Description Job# Date 901AM, 14JUN04 Scope Rev 560100 User KW-Q6Q625 Ver 5 6 1 25 Oct 2002 (c)19B3-20Q2 ENERCALC Engineering Software Steel Beam Design Page 1 d \projects\dunn garage\calcs\dunn building e Description | General Information Steel Section W10X26 Center Span Left Cant Right Cant Lu Unbraced Length [Distributed Loads #1 DL 0 255 LL ST Start Location End Location | Point Loads # 1 Dead Load 2 000 Live Load 3 240 Short Term Location 28 500 1900 ft 000 ft 950 ft 000 ft #2 0060 19000 28500 tt-2 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements I Fy 50 00 ksi Pmned-Pmned Load Duration Factor 1 00 Bm Wt Added to Loads Elastjc Modulus 29,000 Oksi LL & ST Act Together _j #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft I #3 #4 #5 #6 #7 k k k ft Summar Using W1 0X26 section, Span = 1< End Fixity = Pmned-Pmned, Lu = Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv Beam OK Static Load Case Governs Stress ) 00ft, Fy = 50 Oksi, Left Cant = 0 00ft, Right Cant = 9 50ft 0 00ft, LDF = 1 000 Actual Allowable 65 161 k-ft 28 046 ksi 0850 1 8439k 3 142 ksi 0157 1 76 670 k-ft 33 000 ksi 53716 k 20 000 ksi Max Deflection 2 066 in Length/DL Defl 276 1 1 Length/(DL+LL Defl) 1104 1 | Force & Stress Summary Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear® Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 65 16 k-ft 1 00k 844k 0436 m 0 000 m 2 066 in 0000ft 1 00 1458 -31 67 1 00 464 0 121 0000 -0826 0000 1 00 900 «-- These columns are Dead LL (5) Center 1 78 -31 67 -31 67 1 00 464 0 121 0000 -0826 0000 1 00 900 LL+ST (55 Center 0 121 0000 -0826 0000 1 00 900 + Live Load placed as noted -» LL (5) Cants -6516 -6516 076 844 0436 0000 -2066 0000 -076 1458 LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 436 in 0 000 in -2 066 in 0 000 in -076 k 1458 k Pa calc'd per Eq E2-1, K'L/r<Cc 1 Beam Passes Table B5 1, Fb per Eq F1-1, Fb = 0 66 Fy Title Dsgnr Description Scope Rev 560100 User KW 060625 Ver 5 6 1 25-Oct-2002 Sfppl Ream DPSIfin(c)1 983-2002 ENERCALC Engineering Software OLBWI DCtllll Ue^iyil Job# Date 901AM, 14JUN04 Page 2 d \projects\dunn garage\calcs\dunn building e Description fb4 Section Properties Depth Width Web Thick Flange Thickness Area W10X26 10330m Weight 25 85 #/ft 5770m l-xx 144 00 in4 0260m l-yy 1410m4 0 440 in S-xx 27 880 m3 7 61 m2 S-yy 4 887 m3 ____^^ r-xx 4 350 in r-yy 1 361 in Rt 1 540 in Title Dsgnr Description Job# Date 901AM, 14JUN04 Scope Rev 560100 User KW 060625 Ver 3 6 1,25-Od. 2002 (c}19B32002ENERCAL.c Engineering Software Steel Beam Design Page 1 d \projects\dunn garage\calcs\dunn building e Description fb5 General Information Steel Section W10X68 Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads #1 DL 0 080 LL ST Start Location End Location Point Loads #1Dead Load 8 400 Live Load 6 100 Short Term Location 24 000 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Pmned-Pmned 14 00 ft Bm Wt Added to Loads 0 00 ft LL & ST Don't Act Together 1000 ft 000 ft #2 #3 #4 0238 0570 14000 24000 #2 #3 #4 Fy 50 OOksi Load Duration Factor 1 00 Elastic Modulus 29,000 Oksi #5 #6 #7 k/ft k/ft k/ft ft ft #5 #6 #7 k k k ft UiMUJJfeMUMMMIItl^^ ^Summa/y_^J Beam OK Using W10X68 section, Span = End Fixity = Pmned-Pmned, Lu Moment fb Bending Stress fb/Fb Shear fv Shear Stres; fv/Fv 1400ft, Fy = 500ksi, = 0 00ft, LDF = 1 000 Actual 192797 k-ft 30 534 ksi 0925 1 23 967 k 4 903 ksi 0245 1 Left Cant = 0 00ft, Right Cant Allowable 208 365 k-ft 33 000 ksi 97 760 k 20 000 ksi = 10 00ft Max Deflection Length/DL Defl Length/(DL+LLDefl) 2241 in 200 1 1 1071 1 Force & Stress Summary «- These columns are Dead Max M + Max M - Max M @ Left Max M@ Right Shear @ Left Shear @ Right Center Deft Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction (§3 Rt Maximum 192 80 k-ft 1274k 2397k 0356 m 0000 in 2 241 m 0 000 ft -1274 3887 DL Only -10330 -10330 634 1222 0186 0000 -1 200 0000 -634 2067 LL <S> Center -10330 -10330 634 1222 0186 0000 -1 200 0000 -634 2067 LL+ST <S>. Center 0186 0000 -1 200 0000 -634 2067 + Live Load placed as noted «x> LL (3) Cants -19280 -19280 1274 2397 0356 0000 -2241 0000 -1274 3887 LL+ST jg; Cants k-ft k-ft k-ft k-ft k k 0186 in 0 000 in -1 200 in 0 000 in -634 k 2067 k Fa calc'd per Eq E2-1, K*L/r < Cc I Beam Passes Table B5 1, Fb per Eq F1-1, Fb = 0 66 Fv Title Job# *''. Dsgnr Date 9 01AM, 14 JUN 04 Description Scope Rev 560100 User KW-060625 Ver S 6 1 25 Oct 2002 (c)19B3-2002 ENERCALC Engmeenng Software Steel Beam Desian Page 2 " d \projecls\dunn garage\calcs\dunn building e Description fb5 Section Properties Depth Width Web Thick Flange Thickness Area W10X68 10400m 10130m 0 470 m 0770m 20 00 in2 Weight I -XX l-yy S-xx S-yy 67 93 #/ft r-xx 4 438 in 394 00 m4 r-yy 2 588 in 13400m4 Rt 2 790 in 75 769 m3 26 456 m3 Title Dsgnr Description Job# Date 901AM, 14JUN04 Scope Rev 560100 User KW 060625 Ver 5 6 1 25-Ocl-2002 (c)19632002£NERCALC Engineering Software Steel Beam Design Page 1 d \pcojects\dunn garage\calcs\dunn building e Description lifting beam General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W14X34 Center Span Left Cant Right Cant Lu Unbraced Length Pmned-Pmned 28 00 ft Bm Wt Added to Loads 0 00 ft LL & ST Act Together 000 ft 28 00 ft Fy 50 00 ksi Load Duration Factor 1 00 Elastic Modulus 29,000 Oksi Point Loads #1 Dead Load 4 000 Live Load Short Term Location 14 000 #2 #3 #4 #5 #6 #1 k k k ft summary | BHHBB9BSBMKMBEK£K3II^B Using W14X34 section, Span = 28 00ft, Fy = 50 Oksi End Fixity = Pinned-Pinned, Lu = 23 00ft, LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 31 329 k-ft 7 729 ksi 0986 1 2476k 0 621 ksi 0031 1 Allowable 31 780 k-ft 7 840 ksi 79 686 k 20 000 ksi Beam OKStatic Load Case Governs Stress Max Deflection -0 368 in Length/DL Defl 9125 1 Length/(DL+LL Defl) 9125 1 Force & Stress Summary «- These columns are Dead Max M + Max M- Max M@Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 31 33 k-ft 248k 248k -0368 m 0000m 0 000 in 0000ft 248 248 DL Only 31 33 248 248 -0368 0000 0000 0000 248 248 LL (3) Center 0000 0000 0000 0000 LL+ST (8) Center -0368 0000 0000 0000 248 248 -*- Live Load placed as noted --» LL ffi Cants 0000 0000 0000 0000 LL+ST (53. Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 in k k Fa calc'd per Eq E2-2, K*L/r>Cc I Beam, Maior Axis, L/rT > (510,000 * Cb / Fy)A 5 , Fb per Eq F1-7 Beam, Maior Axis, Fb per Eq F1 -8, Fb = 12,000 Cb Af / (I * d) Section Properties Depth Width Web Thick Flange Thickness Area W14X34 13980m 6 745in 0 285 in 0455m 1000m2 Weight l-xx l-yy S-xx S-yy 33 97 #/ft 340 00 m4 23 30 m4 48641 m3 6 909 m3 r-xx r-yy Rt 5831 in 1 526 in 1 760 in Title Dsgnr Description Job# Date 936AM, 14 JUN 04 Scope Rev 560100 User KW-060625 Ver 5 6 1 25 Ocl 2002 {c)1983 2002 ENERCALC Engineering Software Square Footing Design Page 1 d \projects\dunn garage\calcs\dunn building e Description ftg at fb4 General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension Calculations are designed to ACI 318-95 and 1997 UBC Requirements fj 22 900 k 20 200 k 0000k 4 0 000 psf 14500pcf 1 330 10 00 in Footing Dimension Thickness # of/Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 5 000 ft 1800 in 4 5 3250 2,500 0 psi 60,000 0 psi 2,000 00 psf Reinforcing jj Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Mm Remf % to Req'd 14438m 00033 00006 m2 00014% As to USE per foot of Width Total As Req'd Mm Allow % Remf 0 243 m2 1 213 m2 OOOH Summary | WK&£WW*\!&MbM&UyW£$lNSMBNfflHfii 5 00ft square x 18 Oin thick with Max Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu Actual Mn * Phi Capacity 4- #5 bars 1 ,941 50 psf 2,000 00 psf 1 ,941 50 psf 2,660 00 psf 6 42 k-ft / ft 1579 k-ft /ft Vu Actual One-Way Vn'Phi Allow One-Way Vu Actual Two-Way Vn'Phi Allow Two-Way Alternate Rebar Selections 7 #4's 4 #5's 3 #7's 2 #8's Footing 1504 psi 85 00 psi 43 74 psi 170 00 psi OK 3 #6's 2 #9's 1 #10's 4- , -T4- i! ft -T- y^ \ 4-" ' ~ \ i Revision to Approved Pla No. Sheet No.Description of Changes SPl To Revision to Approved Plan £tell/lE- Plan ICJ No-O4-2.S3&> Date Sheet No.Description of Changes A-3 SPI •ro /"&t OCEANSIDE TRUSS Specializing in Roof and Floor * COMMERCIAL * RESIDENTIAL * ROOM ADDITIONS * * COMPETITIVE PRICING * * FREE AND PROMT ESTIMATES * 2847 Industry Street 760/722-7696 Oceanside, CA 92054 Fax 760/722-0438 a: cc o CD eo an m m z \ Campulrus, Inc. Manufacturing * Engineering * computer Systems WARNINGS. 1 Read all General Notes and Warnings before construction of trusses 2 Builder and erection contractor should be advised of all Genera! Notes and Warnings before construction commences 3 1x3 compression web bracing must be installed where shown + 4 All lateral force resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure CompuTrus assumes no responsibil- ity for such bracing 5 No load should be applied to any component until after all bracing and fasteners are complete, and at no time should any loads greater than design loads be applied to any component 6 CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components 7 This design is furnished subject to the limitations on truss designs set forth by the Truss Plate Institute in "Bracing Wood Trusses, HIB-91", a copy of which will be furnished by CcmpuTrus upon request GENERAL NOTES, unless otherwise noted Design to support loads as shown Design assumes the top and bottom chords to be laterally braced at 2'-0" o c ana at 12-0" o c respectively 3 2x4 Impact bridging or lateral bracing required where shown + + 4 Installation of truss is the responsibility of the respective contractor 5 Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use 6 Design assumes full beanng at all supports shown Shim or wedge if necessary 7 Design assumes adequate drainage is provided 8 Plates shall be located on both faces of truss, and placed so their center lines coincide with pint center lines 9 Digits indicate size of plate in inches 10 For basic design values of the CompuTrus Plate, indicated by the prefix "C", see I C B O R R 4211 11 The CompuTrus Net Section Plate is indicated by the prefix "CN", the designator (18) indicated 18 ga material is used All others are 20 ga General Notes Bracing to top and bottom chords not required, provided the chord members are braced throughout their length by continuous sheathing r JI CJ ER SPAN CHARTS - 1998NCREASE = 1 25 SPACING -FTTION IRARATIONLOAD DUU in ftj a R UJa.3COorui «^s^ V Ula.o CO (£uit-u.s 0 trt ** <o ••»• o CO K_ CO o o a o tn tnCN T- O o a, D U. U_ U.U] CO CO rtRg ^~ ^" 1m Ui a. CO Ula o inNtn n o •V ~ *- 3) en CM P- "V **" co 03 O at CO X N CS In b) **" l en h- m *"* CO Q fmad 5 *CM 9to V L. "" V. ^, CO to r- a 4k «M b "7 "«?(- bi to "7 ^ en r- O 4k > 01 Ul :: CO 1— 9u to to OJ IS. Q *-tnzoo X 9 CO «? 9to b CM « CO tn CM CO a tn M T tn Ki to to •*• en -r T Q n 2CO X b T '<?f- *<?en *? CO •T— r- 01 r— X (A X 0* 1^ b) ' CO VI1- 9b> co to CO h- r- X 1C ffias £ X i a> ' T *"~ 9 CO CO CO r- r«- X 4k X w en T 9 ^ oo Tio r^- (O r- X S ct !M en T b CD b in Tto •^ r*- X *-atzao X •«? CO •V 9to b in CO m (M to X 1-co X . h. Vtn m "* ^ T U) X a CO CM t O T V CO T **" CO K T CO a tn 3 oo *M X K, o tn r " ( bi tn ^ -^. co a:CO 2 ao X 9e ? L^ *^ In at ^to en """ ^; eoZ oU)en S b-* v 9 ^ B(O CO -^ ai r^. orCOZ C3aa XC-4 t^ en ~co T *^ b co to CO k r^ n*enX o Ul c5 . CD b **• s. CO T ry to co r- a:en oUl a f to - tn Vih T - ^ (N *™ ° Ul Ul X 1 D r *~ •o *- in - IT '- en CM O <e m•a5 * 0> o 9 *- !? 3 '- °? 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CO coO)CO m X oin 1C a •7 m co CO a> 3 <O X oaCO ' c>l U) T<o ^ . ^_ m co•*CM r-- X ou>en 9 CO m <V CO 9 o tn 5 CO X oo CM CM IO tn to <o ry to oo**. o X oo (M (N (O CO f** ^ T n rO X a COXft M *9 CO 9 CO N in (O Ul X 4fc V CO CO «v CO V ^ CMCOcn <o X tn CO T <?to 0>J CO "T T tooCM CO a CMtt *? cn CO T CO h cn oCOco r- a T"» 1 r' CO «? CO 1 nm oo a a:i-m Bfl « °? •7 '*• "P OO o •7 5o cn a COCO ~ CNI CO <? ^ ^ •7 ootoCD co X oin•^1 •r- CM «?to 9to M m mcn00 m X ain<o T <9 CO CN CO V iV o 3 CO X oo CO 10 O) CO 7 CO n cn toTCN h- X oincn IT ^Z CO 9 CO _ If) M- co X aa (M O (N| "~ O CO D tM OCOh- a X ooTf*M O ccUJ 5o co UJQ VItN VI XCN UJ O VI 2O OUJ U.UJ Q V Al Q D O _ „, S ggg§ uj n n JJiQ^^Q It II II coUJ r^-- -_ UJ f) rns **£ « f* o- n n o UJ CO *r to toX K XtN CM CM LUUJ H- U.3d < UJu- o a: 2001 CALIFORNIA BUILDING CODE CHAP 22, DIV VIII TABLE 22-VII1-A TABLE 22-VIII-C TABLE 22-VIII-A—NOMINAL SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOT FOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL1-2 ASSEMBLY DESCRIPTION x 25 4 for mm 15/32-inch Structural 1 sheathing (4-ply) one side '/16-mch rated sheathing (QSB) one side FASTENER SPACING AT PANEL EDGES^ (Inches) x 25 4 for mm x 0 0146 for N/mm 6 1,065" 910" 4 — 1,410 3 — 1,735 2 — 1,910 FRAMING SPACING (inches 0 c ) x 2s 4 tor mm 24 24 'Nominal shear values shall be multiplied by Ihe appropriate strength reduction factor, <&, to determine design strength or divided by the appropnatesafeiy factor, Q, to determine allowable shear values as set forth in Section 2219 3 2Unless otherwise shown, studs shall be a minimum ls/g inches (41 mm) by 3'/2 inches (89 mm) with a 3/g-inch (9 5 mm) return lip Track shall be a minimum I1/4inches(32mm)by31/2'nches(89mm) Bothstudsand trackshallhavea minimum uncoated base metal thicknessof 0033 inch (0 84 mm)andshallbe ASTM A 446 Grade A [or AST MA 653, SQ, Grade 33 (newdesignation)] Framing screws shall be No 8 by s/yinch (16 mm) waferhead self-drilling Ply wood and OSB screws shall be approved and shall be a minimum No 8 by 1-mcJi (25 mm) flat head with a minimum head diameter of 0 292 inch (7 4 mm) Stud spacing shown are maximums 3Screws in the field of the panel shall be installed 12 inches o c (305 mm) unless otherwise shown 4Where fully blocked gypsum board is applied to the opposite side of this assembly, per Table 22-VIII-B, these nominal values may be increased by 30 percent TABLE 22-VIII-B—NOMINAL SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOT FOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL STUDS AND FACED WITH GYPSUM WALLBOARD1'2 WALL CONSTRUCTION x 25 4 lor mm '/2-meh gypsum board on both sides of wa.|| with studs 24 inches o c ORIENTATION Gypsum board applied perpendicular to framing with strap blocking behind the horizontal joint and with solid blocking between Ihe first two end studs SCREW SPACING (edge/field) (Inches) x 25 4 (or mm 7/7 4/4 NOMINAL SHEAR VALUE (lDS/tt) x 001 46 for N/mm 585 850 'Nominal shear values shall be multiplied by the appropriate strength reduction factor,*, to determine design strength or divided by the appropriate safety factor, Q, to determine allowable shear values as set forth in Section 2219 3 2UnJes5 otherwise shown, sludsshaj] be a minimum ls/g inches (41 mm) by 3l/2 inches (&9 mm) with a 3/«-ijich (95 mm) return lip Track shall be a minimum l'/4 inches (32 mm) by 3V2 inches (89 mm) Both studs and track shall have a minimum uncoated base metal thickness of 0 033 inch (0 84 mm) and shall be ASTM A 446 Grade A [or ASTM A653, SQ, Grade 33 (new designation)] Framing screws shall be No 8 by 5/s-mch (16 mm) wafer head self-drilling Drywall screws shall be a minimum No 6 by 1 inch (25 mm) TABLE 22-Vlll-C—NOMINAL SHEAR VALUES FOR SEISMIC FORCES IN POUNDS PER FOOT FOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL STUDS1-2 ASSEMBLY DESCRIPTION x 25 4 for mm 13/32-mch Structural 1 sheathing (4-ply) one side '/16 inch (OSB) one side FASTENER SPACING AT PANEL EDGES3 (Inches) x 25 4 for mm x 00146 for N/mm 6 780 700 4 990 915 3 1,465 1,275 2 1,625 1,625 FRAMING SPACING(Inches o c ) x 25 4 (or mm 24 24 'Nominal shear values shall be multiplied by the appropriate strength reduction factor, <1>, to determine design strength or divided by the appropriate safety factor, £2, to determine allowable shear values as set forth in Section 2219 3 2Unless otherwise shown, studs shall be a minimum ls/g inches (41 mm) by 3*/2 inches (89 mm) with a 3/g-mch (9 5 mm) return lip Track shall be a minimum 1'Aj inches (32 mm) by 3 J/2 inches {89 rnrn) Both studs and track shall have a minimum uncoated base metal thickness of 0 033 inch (0 084 mm)and sha!) not have a base metal thickness greater than 0 043 inch (1 10 mm) and shall be ASTM A 446 Grade A [or ASTM A 653, SQ, Grade 33 (new designation)] Stud spacing shown are maximums Framing screws shall be No 8 by 5/g-inch (16 mm) wafer head self-drilling Plywood and OSB screws shall be approved and shall be a minimum No 8 by 1-inch (25 mm) flat head with a minimum head diameter of 0 292 inch (7 4 mm) 3Scre\vs in the field of the panel shall be installed 12 inches (305 mm) oc unless otherwise shown 2-267 To Dana Wetsel August 20, 2004 From EarlB Alderman Testing Engineers Inland Empire Subject Certification On August 20, 2004, a test was conducted on property owned by James Dunn The location was a proposed garage The garage pad had been excavated to suitable and firm foundation. The soil was composed of medium to fine, orangey brown sand with clay and was similar to the Santiago formation found on Camp Pendleton MCB, Wire Mountain 2 housing project The results of the test conducted on Mr Dunn's property were based on a density of 128.5 pcf at 7 5% moisture The in place density was 124 3 pcf with moisture at 9 7% The percentage of compaction was 96 0% 1 hope this information has been helpful to you If you have any questions, please do not hesitate to call me at (951) 303-3388 Sincerely, Earl B Aldeman Testing Engineers - Inland E Plm Sfrp^t Qiiii^ A * \/lurn.»l . r ilifnrn *- TITLE 24 REPORT Title 24 Report for: Dunn Addition 4316 Cassanna Way Oceanside, Ca Project Designer: Whetsel Consultants 1352 Hodges Rd Carlsbad, Ca Report Prepared By Michael Dell DELL CO 1629 York Drive Vista, CA 92084 (760) 940-0064 Job Number: r2-26-4e Date: 3/1/2004 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report This program has approval and ts authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards This program developed by EnergySoft, LLC (415) 883-5900 EngrgyPro 3 1 jy EnergySoft _ Job Number r2-26-4e _ ___ _ _ User Number 1712 CA City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit The City will not issue any building permit without a completed school fee form Project Name Building Permit -Plan Check-Number; Project Address- APN Project Applicant (Owner Name) Project Description. Building Type: Residential Second Dwelling Unit Residential Additions: Number of New Dwelling Units Square Feet of Living Area in New Dwelling Square Feet of Living Area in SOU Net Square Feet New Area Commercial/Industrial Square Feet Floor Area Ctty Certification of Applicant Information.Date SCHOatTtHSTRICTS WITHIN THE CITY OF CARLSBAD Isbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331-5000] San Marcos Unified Schoo) District 215MataWay San Marcos, CA 92069 (290-2649) Contact Nancy Dolce (By Appt Only) Encimtas Union School District 101 South Rancho Santa Fe Rd Encimtas, CA 92024 (944-4300 ext 166) San Dieguito Union High School District 710 Encimtas Blvd Encimtas, CA 92024 (753-6491) Certification of Applicant/Owners The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner Signature Date 1635 Faraday Avenue • Carlsbad, CA 92008-7314 - (760) 6O2-27OO (0 <LU f-l o n .- rr 5! J L_i_ $ <4 <$ §L ^so^ r^r» 17^ \n -* PQ)<f1 U-o </) Qi ^ Q) •O t<r? ~s 7 * ! 1 \^ ^ ^x& •3•=L> ^i } u ^ 1 > 0. \iJ ^ ^^Cb ^ •4. ^'i. & ^<Z5 CD sj \ ^ ^ps -| ^1i $ CO