Loading...
HomeMy WebLinkAbout2904 MANAGUA PL; ; CB970668; PermitK i4 B1UIL DI N G'P E P. M I T. Permit No:C.6970668 04/24/97 10:10 Project No: A9700870,' Page 1 of. 1 '.. , Development No: Job Address: 2904 MANAGUA PL Suite 'Permit Type: RESIDENTIAL BLDG.REPLACEMENT . 4400 04/24/97 0601- 01 2 Parcel No: 215-494-09-00 - .. Lot#: . '278500 Valuation: 527792. , Construction Type: NEW Occupancy Group:, - R.eference#: - Status: #ISSUED Description SFD 6568-SF, GAR 704 SF , Applied: 03/25/97 FIRE DAMAGE PROPERTY ; Apr/Issue: 04/24/97 Entered By: JM Appl/Ownr : FASACK STANLEY .- •.' 61 929-994 - 2904 MANAGUA 'PL ' .. CARLSBAD., C,92009 . kA-A Fees Required ** eollected & Credits **- - 1. I-ees 4 16Y00-/ Adjustment '- .00 \_ Total Fees 4,166/00 (Q J') Ttd 1,381 00 - '.,:...•_', C è':- 2,785.00 Y n _i:__ 'f_ Enter Building Permit F > 2 2 0 , 2124 00 -Enter Plan Check -Fee '---. . - 1381,00 Enter* Strong Motion e, 3 BUILDING TOTAL. ee .3558.00 Enter "'Y f or Plumbi U( Each Plumbing..Fixtui .- C 7.,O.Q .'.' 280.00 Each Building Sewer 5 UC 15 00 Each Install-/Repair Wcter. Le . , 7Oo: 7.00 : - EaOh Water Heater and/ r Vent 1 1 Ga Piping stem > CORPORATED1 ç0O 1952 , 7. ,00 : Each Vacuum Breaker 14 00 PLUMBING TOTAL • H . 350.00' Enter 'Y for Electric Issu F 10 00 Single Phase Per AMP LJ 25 150-00 * ELECTRICAL TOTAL .• - - - . 160.00 Ente±-. 'Y.' for Mechanical IssueFee> - - . . I5.00.Y 4 Install Turn/Duct-s/Heat Pumps; .> 1 - 9.0.0: . 9.00 Each Install Fireplace > . .-. - . .4 '' 6.50; 26.00 Each Exhaust Fan - - . * .. > - : . 6 - 6.50 39.00 . Each Install/Reloc'Veht. .- - > . 2 4.50 9.00 - ,MECHANICAL TOTAL -- '.. . '... ., . . 98.00 . .-._.._FOR.OFFICE USE ONLY..... PERMIT APPLICATION.- - , . PLAN,CHECK.N0.?7d ~iD 2Z-7 7f CITY. OF CARLSBAD BUILDING DEPARTMENT • I 2075 Las PaIms Dr, Crts%ba CA92009 - s t' Plan Ck Deposit -- ---•---- ---- ----- - Validated 13' - _77 I Date 7 - •29l4- /T/4A%c1I -,_,- ---_--S._ 5----5----..--. _-. - - -.- ' --S S _- Address (include Bldg/Suite #).,..__._ -. . •,. Business Name (at this addressj.J.. I Legal Description - Lot No Subdivision Name/Number' Unitg. fi 57 Phase No Total# of units - orjoji 01 -402- Assessor's Parcel # Existing Use Proposed Use I4,—( MT 'Description of Work---i •/. -- - SOFT.' - --- -- #ofStories - - -- . # of Bedrooms ------# of Bathrooms — -5'' _i 9 Name --- ... -- - -- -----Address---- -. - ---'----City- __-_-—State/Zip -- Telephone #-'- _-Fax #-' 0wnar Name _-'----- _-'---'------'--_-"Address'— _'—- __________—City _--_. _-State/Zip --- -Telephone #---_- ,N.- _.PROPERTY,OWNER _.T niTT. 90 - 4'tI Name - Address • . City , State/Zip r T&ephone # t 4A 17 NAMEZ ".. ___________iiiiTT (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct alter, improve demolish or reair any strcure 1ruor to Its -11 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 pt• i lChapter9,commending with Section 7000 of Division 3 of the Business and Professions'Codel or,that,he is exemth'erefron,.ard.the basis -the, exemption Any violation of Section 70315 by any applicant for a permit subjects the applicant to civil penalty of not more than five hundred dollars 18500]) Name' -- - .I( rAddress. , "' ''. '. City ',4- State/Zip tTelephone #• i State License # 1%' - License Class" - ' - - City Business-License #. • -. 1" •1' .' I - - -- -- -5- -• - - - - - - - S - , -.5- _.* 5 •• .,J -5---. - _- - -. - - - . 4 . - - - - - - Designer Name ' -,.-' ' - Address City. - -p. State/Zip - Telephone State License' #l__,ri'''. ,'." -'•'...;,... 't..' "j,A - i..t '.'r '16WORKERS COMPENSATION Woers' Compensation Declaration: 1 hereby affirm under penalty of perjury one of the following declarations: i ., it - 0 -.1 have and will maintain a certificate of consent to 's for workers' compensation as provided by Section 3700 of the Labor Code, for the performance - of the work for which this permit is issued. * 0 -1 have and will maintain workers' compensation,- asrequired by Section 3700 of the LaborCode, for the performance of the work for which this permit is 'issued. My worker's compensation insurance carrier and policy number are: - ;.- . • - iI';") 1 'Insurance Company Policy No. Expiration Date 1(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS l$100I OR LESS)-- - - __ - • - - - I - - AO 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 secure workers' compensation coverage is unlawful,- and shall subject an employer to criminal penalties and civil fines up to one hundred .thousand dollars (8100.000), in addition to the cost of compensation, damages as provided for in Section 3106 of the Labor code, interest-and attorney's fées SIGNATURE - --------------------------- -- ---------.DATE . • 7OWNER_BUILDER_DELARATION ST T 5-TTT"-S- I hereby affirm that I am exempt from the Contractor's License Law for the following reason'. r j'j._ 4y -'- .*. -. -' ;1 ' : 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 Lidse Law does not apply toan owner 6f própertyviho tuilds or. iriprovs .theredn and whi 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).' 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). __L_ I am exempt under Section Business and Professions Code for this reason: • ,tfs,1, ,. . . .-"' . ,1-L, -'s •' 1 - personally plan to provide the major labor and materials for construction of the proposed property im;ovementYES ONO , - .__ ., - - -'. - -- I (have I haysot) signed an application for a building permit for the proposed work. i - . - I have contracted witt-the fol owing person (firm) to provide the proposed construction (include name I address I phone number /contractors license number): •1 \. -. C/' U'k,/, -. .5-.-.-.' -. I. -• - ......- ,. ,.1.. 4:' l"plai t povidep6rtif ihvo"ttl havp hi'dthq. wing Rern'O and provide the major work , (includ a'e'iddrss / h'ne number /contractors, license number): __j ,lt"-._W/_-'._c •, ___----'-__••r,4,,J ',lt ;s. I will provide-some f he wor but I hove contracted (hired) the following persons to provide the work indicated (include pame / address / phone number /type of work):' FO---' ,-- . - . •1 - - ,!PROPERTY OWNER SIGNATURE (- tIcOMPLETE THIS SECTION !0 RESIDENTIAL BUILó Y . Is the.applicant or future building occupant required to sd'bmit a business plan, acutely hazardous materials registration form or risk managementand prevention ) - program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act?' 0 YES U N0 S 'I - '' '.l • - Is the applicant or future building occupant required to obtain a permit from the air pollution con-trol district or"air' quality management district? ,,0 YES 0 !0 Is the facility to bcOnstructed within 1',000 feet of the outer boundary of a school site? D YES •0 1 NO . r, , • 1, ' t,, ,, • s ,' 'IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY,NOT-BE ISSUED UNLESS THE APPLICANT HAS METOR IS MEETING THE ' - REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. . ....... - - - ... - . hereby affirm that there is a construction lendingagency for the performance of the ,work for-which this permit is issued (Sec. 3097(i) Civil Code) :t LENER D'S NAME'' ' - ' )'*. LENDER'S ADDRESS _ t9APPLICANTCERTIFICATION1 .! J--- ._ --''.'7....T. -,--'---'---5-.. I_5'___•'•"7 - (I certify that I have rd the'application and state that the'abovg information is correct ard that the information on the plans is accurate.F I agree to1comply with all 11 City'ordinances and Statelaws relating tobuilding construction. 1 herebjuthoriz 'representatives of-the Cit' ôf'Carlsbad to-nter upon-theabove mentioned ,,property for inspection purposes. I 'ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINSTALL LIABILITIES, :JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERM1T' '-•''-- t' -• ' •I, I --. ' ' '- ,• .' . - -t '' - I ' •' *' f I, '• -. OSHA: An OSHA permit is required for excavations over 5'O" deep and demolition or construction of structures over 3 stories in height. - - 3 i I I, T I ..EXPIRATION: -Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null andvoid if the building or work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any timeafter the work is commenced for a period of 180 days (Section 106.4:4 Uniform Building Code( -" - -- — APPLICANTS SIGNATURE L. r DATE' - WHITE: File YELLOW: Applicant PlNKFinance"--%-, __ -::----_- - -• 11/09/98 INSPECTION HISTORY LISTING FORPERNIT# CB970668 DATE INSPECTION TYPE INSP ACT COMMENTS 11/62/98 Final Combo RI 'RI C/STAN 11/02/98 Final Combo NF AP. 05/05/98 Final Structural . NF:' CO 05/05/98 Final Plumbing NF AP 05/05/98 Final Electrical NF CO 05/05/98 Final Mechanical NF CO GAS METER RELEASE 05/05/98 Final Combo RI RI C/ 05/04/98 Gas/Test/Repairs RI RI R/STAN/929-9994 05/04/98 Gas/Test/Repairs NF CO 05/01/98 'Final Combo RI RI C/BOB/ TEMPORARY FINAL 05/01/98 Final Combo PS CO STILL NO FIRE WALL 04/29/98 Final Combo RI RI C/BOB GOODBODY/ AN PLEASE 04/29/98 Final Combo . . PS CO NO FIRE WALL 04/08/98 Final EleCtrical RI 'RI C/BOB GOODBODY 0.4/08/98 Final Electrical NF AP 03/30/98 Final Electrical NF NR 02/17/98 Exterior Lath/Drywall . RI RI C/BOB /929-9994 02J17/98 Exterior Lath/Drywall NF WC 02/17/98 Shower Pan/Roman Tubs NF AP 12/23/97 Interior Lath/Drywall NF AP 12/23/97 ExteriOr Lath/Drywall NF AP 12/05/9.7 Insulation : TP AP 12/03/97 Rough/Topout TP PA WATER TEST, PREV.INSP BY NF 11/24/97 ..Frame/Steel/Bolting/We1 NE CO 11/24/97 Exterior Lath/Drywall . N' NR 11/24/97 Rough/Topout NF CO 11/24/97 Rough Electric NF AP . 11/24/97 Rough/Ducts/Dampers NF AP . 11/10/97 Shear Panels/HD's TP P1 11/10/97 Shear Panels/HD's NF AP . 11/07/97 Shear Panels/HD's .. TP P1 , 11/06/97 Shear Panels/HD's TP NS 10/23/97 Shear Panels/HD's TP NR 08/22/97 "Roof/Reroof PY AP 08/04/97 Roof/Reroof TP CO 05/12/97 Underground/Under Floor TP AP MAIDS & LIV EXT 05/09/97 Ftg/Foundation/Piers TP AP PIERS,FTN @ MAID & LIV.EXT 05/07/97 Ftg/Foundation/Piers ., TP AP SPC INSP REQ FOR CASSONS,PIERS HIT <RETURN> TO CONTINUE... . , , CITY OF CARLSBAD INSPECTION REQUEST PEPNIT# CB970668 FOR 11/02/98 INSPECTOR AREANF DESCRIPTION: SFD 6568 SF, GAR 704 SF. . PLANCK#' CB970668 FIRE DAMAGE PROPERTY . 0CC GRP TYPE: RREPLACE . . . . CONSTR. TYPE NEW JOB ADDRESS: .2904 MANAGUA PL STE: LOT: APPLICANT: FASACK, STANLEY . . PHONE: 619 929-9994 CONTRACTOR: . PHONE: . OWNER: . PHONE: REMARKS: C/STAN . INSPECTOR . (JD SPECIAL INSTRUCT: . TOTAL TIME: . . --RELATED-PERMITS-.- PERMIT# TYPE STATUS CB880100 SFD EXPIRED CB881627 RETAIN EXPIRED CB970546 PLUM EXPIRED CB971926 PAD . ISSUED . CD LVL DESCRIPTION ACT COMMENTS 19 . ST Fina'l Structural 29 PL Final Plumbing 39 EL Final Electrical 49 ME Final Mechanical ***** INSPECTION HISTORY.***** DATE DESCRIPTION ACT INSP 050598 Final-Structural CO NF 050598 Final Plumbing AP NF 050598 Final Electrical - CO NF 050598 Final Mechanical . CO NF 050498 Gas/Test/Repairs CO NF 050198 Final Combo CO PS 042998 Final Combo . CO PS 040898 Final Electrical AP NF 033098 Final. Electrical NR NF 021798 Shower Pan/Roman Tubs AP NF 122397 Interior Lath/Drywall AP NF 122397 Exterior Lath/Drywall AP NF 120597 Insulation AP TP 120397 Rough/Topout . PA TP 112497 Exterior Lath/Drywall NR NF 112497 . Rough Electric AP NF 112497 Rough/Topout . CO NF 112497 Frame/Steel/Bolting/Welding CO NF 112497 Rough/Ducts/Dampers AP NF 111097 Shear Panels/HD's P1 TP 111097 Shear Panels/HD's AP NF 110797 Shear Panels/HD's . P1 TP 110697 Shear Panels/HD's NS TP COMMENTS GAS METER RELEASE STILL NO FIRE WALL NO FIRE WALL WATER TEST, PREV.INSP BY NF From: William DeBly To Stan Fasach • Date: 3/18/97 Time: 10:49:55 . Page 2 of 2 - GENERAL ANALYTICAL LABORATORIES William J. DeBerry, .. a . 12265 World Trade Drive, Suite E San Diego, California 92128 'a . Telephone(619)451-0713 ,. . - - - • Fax (619) 451-2783 'March 18,1997 .. . . . L -- CLIENT:-. - The Farmers Insurance Group'. •. . . . . .. National Catastroph Center'.. . P.O. Box 2968 -- a.- Shawnee Mission, Kansas 66201 ATTN / Ms Dawn Fields I Mr. John Egan - SUBJECT; Slab Repair Modifications PROJECT: '2904 Managua Drive ,• -, . a - - 'Carlsbad, California. .. S. ,: -. DearMs:'Eieldsand'Mr.Egan: 'At the request of the contractor, Mr. Robert Goodbody, performing the repair. work at the above project, General Analytical Laboratories has reviewédathe design and will allow the following modification's to the repair design- Section 2 of the Concrete Repair Notes, in referring to Detail B of the Repair Plan, specifies utilizing Rawl Foil Fast Epoxy to anchOr the reinforcing bar dowels into the existing concrete: In this application, the Rawl Foil Fast may,:be replaced with Pour Stone , fast setting high strength grout material Section 1 of the Concrete Repair Notes specifies fihling.the cut out área with a - polymer concrete. This polymer concrete may be extehdéd with 3/8" aggregated to the -' limits allowed by the manufacturer. . . .. . ' . ' . - '•' We appreciate this opportunity to be of,Prôfessional Service to' you in this matter. if , a ' you have any questions regarding this report please contact us Respectfully Submitted, GENERAL ANALYTICAL LABORATORIES WiIIiarnJDeBerrRCEi5 Attachments civiv a - DAVIDA. FOFJEL4 1257 ELNrtePky Z.cddo Ca. fl27 ('.rnatr Mat' I (Fvn& ('.lad& KfrV. I ArthItt ccf:/9W-&7o/& TsourceorMrri. I n4IEx!c-y Icrfbc May I /5T!2 00T7he General Contractor $k'13 G N-A1t Ra7 e---ELa Iripe',j ?ea1v? Contr. Doing ReportedWori& INSPN 9 e,~/d/e %-&- U. V., - V - - - A I ic_ ,_trJ. 4 1._ - , '9 - - a flC Sfl a .%FATSA £JSSA HEREBY CZRT1FY THAT 1 HAVE iNSPECTED-ALL OP THE ABOVE REPORTEDWORK UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORE TO COMPLY WITH THE APPROVED PLANS & SPEcwrnON& DATE OF REPORT REGISTER - tb-' - __ DAVID A FOFIEL4 1157E EL Norte Pky Zscodift Ca. fl027 ('inafr Mt I CFvitt ('ratfr. id- I I Ar*hIfrt b 7' I&qrceOTMfri. I ntneer pascrnm mat, IASTPI -IqSOcZB— 7L General Contractor $Ie fr 43 b Ec CO Reported Wort Contr. Dome 4ic1ea INS" DÁIL Jte /. 9 7 I t/21L S S U. B. — 17/. 7t e NOTE: A. POPIELA, CERTIFICATE OF COMPLIANCE I HEREBY CIRTWY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED W UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY W1111 THE APPROVED PLANS & SPECWmONS DATE OF REPORT - -/7 — RZGISMNUMB -3 7R/ 'f .. STRUCTURAL ThVESTIGATION REPORT OF FIRE DAMAGE TO SLAB AND FOUNDATION I FACACK RESIDENCE CARLSBAD, CALIFORNIA • December31, 1996 I . INTRODUCTION On the 22'd of December, 1996, at the request of Mr. John Egan of Farmers Insurance, I made an inspection of the fire damaged remains of the Faca c k R e s i d e n c e , l o c a t e d a t 2 9 0 4 . Managua Street in Carlsberg, California. . DESCRIPTION The fire had completely destroyed thevood ffaiiied superstr u c t u r e o f t h e r e s i d e n c e , a n d . the debris from theuperstructure had been removed ,at the time of my inspection. The foundation and stab on grade floors for the residencerema i n a l o n g w i t h t h e m e t a l .. hardware ponsisting of anchor bolts, tie down straps,seisr n i c h o l d d o w n a n c h o r s , a n d a spiral stair frame. •• Many of th& anchor bolts used to anchor the sill plates for the w o o , d s t u d w a l l s h a d b e e n beritovèr.añd concrete around the boltshad cracked or sp a l d o f f : M u c h o f t h i s d a m a g e appeared to be the result of dean up work from skip 1oadets o r o t h e r e q u i p m e n t u s e d t o remove the debris. . There were many areas where the concrete floor slab had è.p a l l e d o f f a n d d e l a m i n a t e d f r o m the remaining slab. Clay paving tiled at exterior slabs and walks w e r e d a m a g e d i n m o s t • areas from either the fire or the subsequent 'demolition work: At one loCation at the rear of the house, the exterior slab a p p e a r s t o h a v e b e e n c o n s t r u c t e d at an elevation above that ofthe wood sill of the adjacent ex t e r i o r w a l l . A c o n c r é t e c u r b should be incorporated into the repairs to raise thesill plate ab o v e t h e e x t e r i o r f i n i s h g r a d e . to eliminate any possible future moistures or termite problems Pagel . JOHN COIL ASSOCIATES STRUCTURAL ENGINEERS • STRUCTURAL INVESTIGATION REPORT Facack Residence .12/31/96 At thd east s1de of the structure a lower level to the residence is present. T h e r e t a i n i n g basement wall in one area experienced a spall of a portion of the concrete.' FINDINGS AND CONCLUSIONS While the fire' resulted in some damage to the concrete slâb'and the hardw a r e , w h i c h connects the wood superstructure to the slab and foundation was damaged b y t h e f i r e o r the subsequent demolitioi clean up work there1 nphysicaI reason that the f o u n d a t i o n and the undamaged portions of the slab cannot be reused in the reconstruc t e d r e s i d e n c e . From a structural perspective, the slabs and foundations can be repaired and r e u s e d f o r t h e , replacement structure by incorporating the following work into the repair p l a n s The damaged concrete slab areas should be cut out and new concrete slabs cast to replace the damaged concrete. At the smaller spald areas (4 foot square or smaller) t h e d a m a g e d - surface can be chipped back to sound concrete and a patching concrete such a s " S i k a 'Repair 223" trowel applied to repair the area: At the damaged sill anch o r b o l t s , t h e portion of the damaged bolt extending above the slab should be cut off an d a n e x p a n s i o n bolt be drilled and installed into the adjacent concrete for attachment of the ne w s i l l ' p l a t e s . Chipped or cracked concrete adjacent to the bolt can be repaired by chippin g o u t t h e damaged area to 'sound concrete and patching the area with suitable materi a l s u c h a s t h e Sika Repair 223 patching mortar. . At the existing damaged strap type hold-down anchors, a bolted type hold- d o w n o f e q u a l or greater capacity can be installed by drilling and installing with epoxy a thre a d e d r o d anchor-Into the concrete. At the larger hold-downs, the anchor into the co n c r e t e c a n b e repaired or replaced in either of the two following methods. The concrete arou n d t h e large hold down bolt can be chipped' out to about 4 inches below the surface a n d t h e b o l t - cut off below the damaged area. A new threaded rod of the sarn&diameter c o u l d t h e n b e ' butt welded to the remaining stub for reinstallation of the new replacement há r d w a r e ' t o the new framing above. As an alternate, a new hold down bolt could be i n s t a l l e d b y drilling into the footing, adjacent to the existing anchor, and installing an e w t h r e a d e d r o d of the same diameter as the existing bolt with epoxy for the new replacement h a r d w a r e . At the damaged basement wall the surface should-be chipped back to sound con c r e t e a n d the damaged area replaced with patching mortar. such as the Sika Repair 223 n o t e d a b o v e . - At the existing exterior patio slabs and entry walks which are covered with pav i n g t i l e s , i t does not appear that it would be cost effective to remove the tile, prep the s u r f a c e , r e p a i r the slab, and then replaCe the-tile. Total removal and'replacement of the slab and tile Page ' JOHN'COIL ASSOCIATES. STRUCTURAL ENGINEERS I STRUCTURAL INVESTIGATION REPORT Facack Residence - •, 12/31/96. would0 appear to be the most logical solution at these areas. The replacement of the.patio and entry slabs should be delayed until the reconstruction is substantially complete. 0 At the garage floor -slabs the slabs at the damaged areas could' be repaired as described 0 above., The surface of the entire-garage stab could then be cleaned by shot or. - -- - - sandblasting and-a cement coating such, "Sika-Top -122" applied for cosmetic - appearance reasons. As an alternate the slabs could be simply removed and replaced. - - - - Respectfully submitted JohnM Coil, ,S. E OF C FINAL BUILDING INSPECTION ------------------ DEPT: BUILDING 4•ENGINEER-ING FIRE PLANNING. CMWD ST LITE' PLAN CHECK#: CB970668 - DATE: 11/02/98 PERNIT#: . CB970668 ' . -. - PERMIT TYPE: PREPLACE PROJECT NAME: SFD 6568 SF, GAR 704' SF - FIRE DAMAGE PROPERTY ADDRESS 2904 MANAGUA PL t NIO Inn CONTACT PERSON/PHONE#:. C/STAN SEWER DIST: LC - - • WATER DIST:. CA ------------- IN'SPET DATE BY: INSPECTED:- APPROVED DISAPPROVED - INSPECTED ,,• DATE. '.. - - • BY: - - . INSPECTED: . APPROVED 'DISAPPROVED , I ' . I ' • INSPECTED' " DATE BY: • INSPECTED:' APPROVED. DISAPPROVED COMMENTS: I ' . • - $ • • I • F . 0 . - -• ' .I • - EsGul Corporation ProJemo7zafP(an Review Engineers . $ .,.•• 4•• DATE April 21, 1997 YPLICANT p UJURIS JURISDICTION Carlsbad U PLAN REVIEWER' E3 FILE. PLAN CHECK NO.: 97-668 SET: III . • PROJECT ADDRESS 2904 Managua Place PROJECT NAME Fasack SFD Fire Damage :.7h plans trarlsmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. . •. 4 The plans transmitted herewith will substantially comply-with the jurisdiction's btildingàodes when minor deficiencies identified below are resolved and checked bybuiiing department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed bheck list and shoUld bécorrected and resubmitted fora complete recheck. The check listtransmitted.herewith is your information. The plans are being held atEgil Corporation until corrected plans are submitted for recheck. •. The applicant's copy of the check list isenclosed for the jurisdiction to forward to the applicant contact person.. ,. •. - LII The applicant's copy of the check list has been sent to 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 Bob Goodbody Telephone #: appt bate contacted: 4121/97 (by:.kc) Fax #: . Mail Telephone Fax in Person REMARKS: The City should determine ifa "suitability analysis" of theexisting foundation. system is required% Notes to City staff I The floor area of the house has increased., Please see the area on sheet A-I, due to the added. Hobby, Room. 2.. Plans .• hand-carried by applicant. •. . '. . . By Kurt Culver for A Doliente Enclosures Esil Corporation • ••• • . . . U GA U CM U EJ U PC lag . tmsmtLdt - - . . . -• - . • -,- 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619),560-1468 • Fax (619) 560-1576 ••.• .• . - * - .. -• I EsGul Corporation &ona[P&zn ReviewEngineersers fProfes DATE April 14, 1997 U APPLICANT - -, --jtrT' -. - JURISDICTION: Carlsbad 'FEVIEWER El FILE PLAN CHECK NO.'. 97-668 SET: II:: PROJECT ADDRESS 2904 Managua Place PROJECT NAME Fasack SFD Fire Damage El ;The plans transmitted herewith have been corrected where necessary and substantially,comply with the jurisdictio'n's A**** codes. • • The plans transmitted herewith will substantially comply with the jurisdiction's AAAAAAAAA codes when minor deficiendies identified below are resolved and checked by building department staff.'. The plans transmitted herewith have significant deficiencies identified on'-theenclosed check list and should be corrected and resubmitted for a complete recheck. - The check list transmitted herewith is for your inforrnatiän. 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: Bob Goodbody 1975 Rivera Dr. Vista 92084 • • • - •• Lii Esgil Corporation taff did not advise the applicant that Ahe plan check has been completed. • Esgil Crporation staff did advise the applicant that the plan check has been completed Person contacted Bob Goodbody Telephone #: 929-9994 Date contacted 4)1 4cy (by _) Fax # Mail -"elephone../ Fax In Person • • : • - REMARKS By: Kurt Culver. for A. Doliente Enclosures: Esgil Corporation D GA 0 CM 0 EJ 0 Pc log 4/10 , tmsmti dot 9320 Chesapeake Drive, Suite 208• San Diego, California 92123 • (619) 560-1468 4 Fax (619),560-1 . 576 - , • . - • - •. & .• I Carlsbad 97668 II April 14 1997 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-668 PROJECT ADDRESS 2904 Managua Place SET II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION log 4/10 April 14, 1997 REVIEWED BY Kurt Culver for A Doliente 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 disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments 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, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, countyor city law. - A Please make all corrections on the original tracings and submit two new sets of prints to ESGIL CORPORATION. B To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference Please contact me if you have any questions regarding these items 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 on the plans. Have changesbeen made not resulting from this list? UYes UNo - • - , - --• 4 • . - • t ••, , 1 - Carlsbad 97-668 II April 14, 1997. 5 Please show tempered glass for the windows on each side of Door 8 in the Gathering Room. Additionally, someone inked-in some tempered windows on.. the plans.. Please. make sure they're on the final plans. 8 Please provide the basis of approval for the skylight 38.'Esgil Corporation will advise the City of the added floor area The calculations'call for. FB-12 to have no splits in the,beam. How is this noted ontheplans? A. The following is a City of Carlsbad policy: If applicants wish to use the: . existing foundation system, they must have a "suitability, analysis" of the existing foundation performed by a registered engineer. This analysis will state whether • the remaining foundation is suitable for the support of the new structure, and that the drain, waste, vent system (or other undersiab utility systems (water, electrical, mechanical, etc.) is suitabléfor continued use. . S B. Note o the plans that special inspection is required for the epoxy system . •. noted on sheet A-2 jj for the caissons/piers shown on the foundation plan. 41. X. In the lateral calculations, providea "drag" (collector) analysis. B. In the.overturning calculations, the resisting moments were multiplied by a factor of 0.85. For those conditions where wind loads govern, the resisting S ' moments should be factored by 2/3. If you have any questions, please contact Kurt Culver of Esgil Corporation at ... (6,19) 560-1468. Thank you. , . S • ' (-S 5 5 5 EsGuI Corporation 1'rofesszona[P14m Review Engineers -DATE: April 3, 1997 . 1 0 APPLICANT - - 4 JURISDICTION: Carlsbad - 0 PLAN REVIEWER El FILE PLAN CHECK NO.: 97-668 ., SET: I PROJECT ADDRESS 2904 Managua Place PROJECT NAME:.SFD for Stanley Fasack The plan transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's AAAAAAAAAA codes. -1 F . = The plans transmitted herbwith'Willr substantiall' comply with the jurisdiction's **AAAAAAA codes when minor deficiencies identified below are resolved and checked by building department staff. 0• El The' plans transmitt&d herewith h'a'ié significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for acomplete recheck. . Or The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. S El The applicant's copy of the check list is érclosed for the jurisdiction to forward to the apIicant contact person. - - - F, R The applicant's copy of the check list has been sent to Bob Goodbody 1975 Rivera Drive, Vista, CA 82984 . Esgil Corporation staff did not advise the applicant that the plan check has been completed. II Esgil Corporation staff did advise the applicant that the plan check has béén completed. * . Person contacted: ..Telephone #: .. . • • Date contacted:contacted: (by ) • . ' Fax #:S -. •. * Mall Telephone, Fax In Person - - LI REMARKS By: Abe Doliente Enclosures: - • Esgil Corporation . . ' .5 • - LI GA LI CM LI EJ LI pç 3127/97 - - trnsmti.dot F *- 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • '(619) 560-1468 4 Fax (619) 560-1576 Carlsbad 97-668 April 3, 1997 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 97-668 JURISDICTION: Carlsbad 4 PROJECT ADDRESS: 2904 Managua Place FLOOR AREA: Dwelling - 61568 SF STORIES: 2 11 Garage - 704 SF HEIGHT: REMARKS: DATE PLANSRECEIVEDBY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: April 3, 1997 DATE PLANS RECEIVED BY ESGIL CORPORATION: 3/27/97 PLAN REVIEWER: Abe Doliente 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 Title 24 and the following model codes: 1994 UBC (effective 12/28/95), 1994 UPC (effective .12/28/95), 1,994 UMC (effective 2/23/96) and 1993 NEC (effective 12/28/95). 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, 1994 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: LIST NO. 1, GENERAL SINGLE FAMILY DWELLINGS AND DUPLEXES WITHOUT SUPPLEMENTS (1994 UBC) r3forw.dot t - Carlsbad 97-668 April 3, 1997 I Please make all corrections on the original tracings, as requested in the correction list Submit two sets of plans for residential projects For expeditious processing, corrected sets can be submitted in one of two ways I Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department,' 2075 La's Palmas Drive, Carlsbad, CA 92009, (619) 438-1161 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, (619) .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 untilr review by EsGil Corporation is complete ,2. Plans, specifications and calculations 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) 3. Show locations of permanently wired smoke. detectors with battery backup: a) 'In , side each bedroom; (Check the guest room).. "V NOTE Detectors shall sound an alarm audible in all sleeping areas of the unit Section 310.9.1. 4 Dimension on the plans 30" clear width for water closet compartments and 24" clearance in front of water closet. Section 2904. . V 5 Glazing in the following locations should be of safety glazing material in accordance V with Section 2406.4 (see exceptions): V V • V . • . Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. V V ' Doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers and in any portion of .a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and drain inlet Fixed or operable panels adjacent to a door where the nearest exposed edge V of the glazing is within 'a 24-inch arc of either vertical edge of the doorin a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface 'Carlsbad 97-668 April 3, 1997 6. . The walls and soffits of the enclosed usablesace under interior stairs.shall be protected on the enclosed side as required for one hour fire-resistive construction. Section. 1006.12. 7. Specify on the plans the following information for the roof.materials, per Section 106.3.3: S. a) Manufacturer's name b) Product name/numb(. •; S C) KBO approval number, or ecual. ... ••... S 8 Provide skylight details to show compliance with Sections 2409 and 2603, or specify on the plans the following information for the skylight(s), per Section 106.3.3: - . . S.. •• a) Manufacturer's name .' b), . Model nam&number. • •, - c) ICBO approval number, or equal 9 Show minimum underfloor access of 18" x 24 Section -2317.3. 10. Show minimum jnderfloor. ventilation êqüai to I sq.ft. for each 150. ft. of , underfloor. area Opnings shall be as close to corners as practical and shall provide cross ventilation on at least two approximately opposite sides Section 23177 11. Specify truss identification numbers on Uiè plans; 'lf a separate truss layout is • submitted instead,the engineer must also counter sign the truss layout. 12. -S .5 Per UBC Section 2343.6, provide the following note on the plans if trusses are.: • used: "Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the following information located within 2 feet of the , center of the span on the face of the bottom chord Identity of the company manufacturing the truss I • The design load. ..- 5 • 5; •• The spacing of the trusses." .• . 13. Specify nail size and spacing for all shear walls, floor and roof diaphragms. • lndicte required blocking: Maintain maximum diaphragm dimension ratios. Sections 2314 and 2513 14. Detail truss layout for 30" x 30" attic access, if required for equipment in the ttic. . and detail 30" x 30" clearance through truss webs. . . • : 5 - S • . l . • 5 - • - •1 Specify plywood and/or particle board thickness grade and panel span rating. - . . - S Table 23-I-S-I. . 16 Show source of combustion air to furnace, per Chapter 7, UMC Refer to the FAU located beside the office.' -: -• • - :' . - . S • .5 . .5 - - .5. -, 45 -.-, . 5 •S : Carlsbad .97-66.8 I April 3, 1997 Show access to the'-attic containing equipment to be minimum 30 inches by 30' inches. The opening may be 22 inches by 30 inches if the equipment can be . removed through such opening Section 319 3, UMC Note that passageway to the attic furnace shall be unobstructed and have continuous'solid flooriig not less than'24 inches wide, not more than 20 feet Vin length through th&attic. Section 319.4, UMC. - I V •. V - 19.1 Show permanent electrical outlet and lighting fixture controlled by a switch for V V furnace Iodated in attic 9 r underfloor space. Sections 319.6 and 320.1, UMC 20. •VV VI ' . Note on.thè plans that approved spark.árrestors shall be installed.-on 611 :, V chimneys. 'UBC, Section 3102.3.8.1 VV . 21. V Provide dryer vent td outside. The maximum length is 14 feet with two 90-degree elbows. UMC, Section 504.3.2. V• . V V V V V 22. Electrical main service showh is over 200 amps. 'Submit single line diagram,-' panel schedule and load calculations V 23. Show T and P valve on water heater and shoSivroute of discharge line to : V V - V exterior. UPC, Section 608.5. • V • V 24. Show that water heater is adequately braced to resist seismic forces. Proide V twostraps (one strap at top 1/3 of the tankand one strap at bottom 1/3 of the.. • V V V V tank). UPC, Section 510:0 V V V 25 Provide a note onthe plans: In showers and tub-shower combinations, control V V V valves must be pressure balanced or thermostatic mixing valves. UPC Section V 410.7 26. S V New water closets'and as6ciatedVflushometer valves, if any, shall use no more V V V• than 1.6 gallons per flushand shall meet pCriormance standards establishedby. V V the American National -Standards Institute Standard Al 12.19.2: H & SCode, • Section .17921.3(b). VV V V V . V :, 27 The regulations réuire a properly completed and properly signed Forrn.CFlR.to be either imprinted on the plans, taped to the plans'or "sticky backed" on the V • . plans, •to allow the building inspector to readily compare the actual construction V with the requirements of the approved energy design. Building DesiQnèr must V Vi 'thd imprinted CF-IR. V V. • V V 28. V V.V • VV VV VV• 4. ,VV VV Provide manufacturer's-data for the hot water heater to justify use of, exterha.1 V - V insulation of R-12 as required in the energy calculations V - • V •V V V V V V • V VV V .: V •V V VV.VV VVVI,VV V V V V V V V• VV V V VV V V V V V V * V• V Carlsbad 97-668 April 3, 1997 S 29. Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s) and bathrooms. 30 Provide a note on the plans stating "All new glazing (fenestrations) will be installed with a certifying label attached, showing the U-value . CARLSBAD S F D & DUPLEX SUPPLEMENT For gas piping under slabs that serve kitchen island cooktops, see the attached Policy 91-46 for special sleeve and clean-out requirements. New residential units must be pre-plumbed for future solar water heating. Note that two roof jacks must be installed where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No 8093) Note that two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No 8093) All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (city policy). Show on the Title Sheet on the plans, the information required by the attached Developmental Services Sheet 112383. . MISCELLANEOUS 36 Show all the windows on the exterior west elevation Refer to sheets A-3 & A-i 9 Revise occupancy group on sheet A-i to show R-3/U-1. Provide cross section through the attic (non-habitable) as shown on the plans. This is provided with 2 windows If this is a habitable space, add this area to the valuation The structural and the plans must be clearly cross referenced. Either provide a cross reference plan for the calculations and the plans or clearly show location of the rafters, beams, etc called out in the calculation 40 Provide structural calculations for the footings 41 Provide lateral analysis of the structure 42. 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 Carlsbad 97-668 April 3, 1997 43. 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 L3 No L3 : 44. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number, of 619/560-1468, to perform the plan review for your project. If you have any 'questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. • DEVELOPMENTAL EL'-4 AVENUE SERVICES S cARLSaAO,ccx4.. JILDINGDEPART)AENT * ~_itp.'Cf Carl5bab THE IF,0;~-~`i 10N LISTED BELOW MUST BE SHOWN O( THE TIM SHEET7-T CF tHE ?LS FOR IOU S!tG1E F.MILY :DWELMG r Site Address .. . . Legal .Description - Assessor's Parcel L:.5er : Quantity of Grading in cubic yards Contact Person - Nam a and daytime phone Number Circle any Planning Corrnssion or City Council Action on this Property. Variance, Coritional Use Permit,. Tract or Parcel Map, Zone Ch Pan Ge, Planned Development, Redevelopment Permit, Specific Plan, Site Develoçrent Plan . 5 -- - - . -. 5. •-• S - * * -S PH CHECK HUM ES 7- - I - -. - 5 4 . .-• *. P - cd112383 - . A - - - . S - * r -I *5 1 1 - t 1' " • "'n• -, - t CITY OF CARLSBAD POLICIES AND, PROCEDURES - NUMBER: 91-46 - - . - - SUBJECT: Gas Piping Island Kitchen .Cooktop EFFECTIVE: 5/24/91 - SECTION: BUILDING DEPARTMENT. SUPERSEDES PURPOSE To establish an approved method for gas piping to an island cooktop POLICY The drawing shown below is approved for this use NOTES 1 ALL SLEEVES TO BE SCH 40 ABS . - - - -' 2: GAS PIPING BELOW SLAB TO BE - :' - : ' - - FACTORY WRAPPED EXCEPT FITTINGS - MAY BE PRIMED AND FIELD. WRAPPED 3 ALL UNDERGROUND PIPING TO BE 'INSTALLED AT THE TIME.OF - - UNDERGROUND PIPING. INSPECTION . . " - A - •• - . - • ', • - 4 - . - ' . . - 'I. ' ' -' , •A -• - . -' p • '.. ' . • ' ' - • - , - GAS PIPING - ' s '' ' • ' • ' ' -APPROVED SEALANT, . • ' - - SCREENED__j' I - • .: -N. I . . - VENT' • .- -211 SAN, 'TEE • '1 -. OPENING •. ' I 3" ABS" 611 MIN I 2" ABS RISER RtSEjs. , ( '.?• '-.d ':.) - -°&.' - • ''a- ' -s - .-' - ••,• T I \\'\///k4' Li' 3'X2".- SAN. '. '3" - .' - ABS I- ' I TEE - 'SLOPE UP--TO X T ER I OR 311CLEAN OUT CA' - "• t. '- .• - ' - -. . - - . - - -D '//,-• • ' * .:', . •-- - I'; • Initiated By:'Approved By - A Carlsbad 97-668 - April 3, 1997 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad •' •- PLAN.CHECK NO.: 97-668 - PREPARED BY Abe Doliente DATE April 3, 1997 BUILDING ADDRESS: 2904 Managua Place BUILDING. OCCUPANCY: R-3/U-1 TYPE OF CONSTRUCTION: V-N BUILDING PORTION BUILDING AREA (ft.2) VALUATION MULTIPLIER VALUE Dwelling 6,568 SF J8.00 •. 512,304 Garage 704SF 22.00 15,488 Air Conditioning Fire Sprinklers' TOTAL VALUE . : : : 527,488 1991 UBC Building Permit Fee Li Bldg Permit Fee by ordinance $ 2,123.k ' 1991 UBC Plan Check Fee' El Plan Check Fee by ordinance: $ 1,380.28 Type of Review: ., • Complete Review D Structural Only U Hourly U Repetitive Fee Applicable LI Other: •. Esgil Plan Review Fee: • $ 1,104.22 Comments: . . Sheet 1 of I macvalue.doc 5196 .. City of Carlsbad, BUILDING PLANCHECK CHECKLIST DATE: 7-7 PLANCHECK NO.: CB BUILDING ADDRESS: PROJECT DESCRIPTION: M ,d/L9 75 -ASSESSOR'S PARCEL NUMBER: .. EST. VALUE: ENGINEERING DEPARTMENT •. APPROVAL DENIAL 'The item you have submitted for review has been Please seek the. attached report of deficiencies approved. The approval is based on plans, marked with 'Make necessary corrections to plans information and/or specifications provided in your or specifiç4Toi~ for compliance with applicable - submittal; therefore any changes to these items after codes and'standards. Submit corrected plans and/or this date, including field modifications, must be specifications to this office for review. *reviewed by this office to insure continued . . conformance with applicable codes. Please review ;carefully all comments attached, as failure tocàmply 0 4 . with instructions in this report can result in suspension of permit to build. . - / ni * A Right-of-Way permit is required prior to • construction of the following improvements: By: . . Date: By: Date:' ' .1 FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT 777 7flZ¼- Date ATTACHMENTS . ' ' 0' • ENGINEERING DEPT.CONTACT PERSON ; Dedication Aplication ' ' ' .• . ' Dedication Checklist ' • . , - .. . .. .. Improvement Application ' . '. • , Name: x, Michele Masterson - Improvement Checklist - City-of Carlsbad '. Future Improvement Agreement . Address: 2075 Las-Palmas Dr, Carlsbad, CA 92009 Grading Permit Application Phone (619) 438 1161 ext 4315 Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist • . ' ' • , . •. and Information Sheet ' - Sewer Fee Information 'Sheet 0 • 0 rrLoSP8!m8S\LIBRARYENG\WORO\DOCS\CHKiST\UHd PIapthec, CkJst SF0001 Form MM dm 0 • - Rev. 12/26/e075 Las Palmas Dr. • Carlsbad, CA.92009-1576. (619) 438-1161 • FAX (619) 438-0894 BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS STI 2NDJ 3RD/. 7. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with "a value at or exceeding $______________ pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 % x 11 plat map and submit with a title report. All easement documents must be approved and signed by owner(s)prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process Submit the completed application 4orm with the required checklist items and fees to the Engineering Department in person Applications Willr not be accept by mail or fax Dedication completed by Date IMPROVEMENT REQUIREMENTS I All needed public improvements upo6 and ädjacentto the building site must be .8a. constructed at time of building construction whenever the value of the construction exceeds $_, pursuant to Carlsbad Municipal Code Section 1840 040 Public improvements required as follows Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the. Engineering Department through a separate plan check process The completed application form and the requirements on the checklist must be submitted in person Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit improvement Plans signed by Date LI LI 8b Construction of the public improvements maybe deferred pursuant to Carlsbad Municipal Code Section 18.40.'Please submit a recent property title report or current grant deed on the property and processing fee of $_________________ so we may prepare the necessary. Future lmproement Agreement. This agreement. must be signed notarized and approved by the City prior to issuance of a Building permit Future public improvements required as follows LaspaImassysUBRARY\ENG\woRoDocs\cHKLsTBundjng planthecjc Cklst BP000I Form MM.doc . Rev. 12/26196 . . . . . . . -: '•_",, * ( I BUILDING PLAN CHECK CHECKLIST 1st/ 2nd/ 3rd/ 0. 8c. Enclosed please find your Future Improvement Agreement. Please 'return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by / . . Date: - 8d No Public Improvements required. SPECIAL NOTE: Damaged dr defective improvements found adjacent to.building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The,, conditions that Jnvoke the need for a grading permit are, found in Section- 11.06.030 of the Municipal Code. I g; Inadequate information available on Site Plan to make adetermination on grading requirements. Include accurate grading quantities (cut, flu! import;export). . . 9b. Grading Pe17 ?nit required: A separate grading plan prepared by a registered, Civil Engineer must., be submitted together with the completed application form attached.. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. 4' Grading Inspector sign off by Date . ' 9c. Graded Pad Certification required. (Note: Pad certification may be required even' -, ':t ' ' ' •. . • . if a grading permit is not required.) ' ' 1. 9/U - . •. . ' r 9d No Grading' Permit required 4 MISCELLANEOUS PERMITS IU 10 A RIGHT-OF-WAY PERMIT is required to do work in Citç' Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: • street improvements, tree trimming, driveway construction, tieing into public storm drain sewer and water utilities '. ' '' . • Right-of-Way permit required for r I \LaSPaIrnSSLIBRARY\ENG\WORD\DOCSCHKLST2UId'U,g PIanthec, Cklsl BP000I For,; MM.doc . Rev.l2F26/96 - " . -. ' 1 . BUILDING PLANCHECK CHECKLIST . I istl 'ndJ / LI LI 11. A SEWER PERMIT is rquiredconcurrerit with thebuilding permit issuance. The fee is noted in the fees section on the following page LI LI LI 12 INDUSTRIAL WASTE PERMIT is required Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Permit Industrial Waste permit accepted 1by Date LI LI LI 13 NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best management practices to reduce surface pollutants to an acceptable level pri6r to _ .. discharge to sensitive areas Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit whichever • / •. . • occurs first. : • ,.. . . . . . .• LI • .. LI _1 4. LIquired fees are attached . . . . : . .• 'Nofeesrequired .. . • . .. . ,. . LI LI LI 15 Additional Comments . . : •;:.; •••'•;•,•. •.• . .,: Pla,theck Cklsl BP0001 Form MM.cloc • . . . . . Rev. 12)26/96 . • . . . .. . . . • .. . . • . . r PLANNING DEPARTMENT BUILDING PLAN ZHECK REVIEW CHECKLIST N Plan Check No CB Address Ow Planner /1 F51.'aC Phone (61 9) 438-1161, extension At APN Type of Project and Use 4i'? '22.z4v 7c/Z) ii Zone ?<_ _Facilities Management Zone " CFD(in/y - Circle (If property in, complete SPECIAL TAX CALCULATION WORKSHEET provided by Building Department.) Legend • Item Complete Q_, a. - •V' - V - - - Item Incomplete - Nee dsyour action Environmental Review Required YES NO TYPE DATE OF COMPLETION - Compliance with conditions of approval' If not, state conditions which require action Corditions of Approval fl E Discretionary Action Required: YES NO TYPE APPROVAL/RESO NO - DATE PROJECT NO -' '- OTHER RELATED CASES ,Compliance with conditions or approval' If not state conditions which require action ls Conditions of Approval -4- 3 - - - - V V V ' .. - ,•-•..V -. . -••- . Coastal Zone Asessment/Compliance Project site located in Coastal Zone? YES NO)(.. If NO proceed with checklist if YES proceed below. / Determine status (Exempt or Coastal Permit Required) If Exempt proceed with checklist;,if Coastal Permit required hold building permit until Coastal Permit issued Coastal Permit Determination Form already completed' YES NO____ V If NO, complete Coastal Permit Determination Form now. - Coastal Permit Determination Log # Follow-Up Actions Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plansi. Complete Coastal Permit Determination Log as needed — - f J Inclusionary Housing Fee recluired YES NO ____ (Effective date of Inclusionary Housing Ordinance., May 216 1993 \ :\y I'\Site Plan 1 Provide afully dimensional site plan drawhtô'sdal Show North arrow,"." ' property lines, easements, existing and 1, prpposed structures,' streets,existing street improvernents, \rlght-of-way width, dimensional setbacks and existing top&graphical lines V. 4 - - y.• 2 Provide legal description of property"and assessor's parcel number Zoning • \14S tack1s \ - ( Front Required 2-0 Shown ?L mt Side Required r -j o / . Shown Z 3' Street Side ; Required Shown Rea? Required Shown' __?_9 fl 2 Lot Coverage iRequired qO Shwn 2- /EIçt1 3 Heighf Required / Shown 3? ' 4 Parking Spaces Required Shown J7 Guest Spaces Required Shown --i '-I,. -- - - #6/. - - E Additional TConrnents f2J ' t/-hi6a'7 6 - 4 ot/WO O)coc 5:;,T'ôD 6 7?r9AI 2 6-O/. 616--666 ii t)T__(9__GOtai A _(ç _,vor A)or 19 dXC&5 o ti. h'&7 h7 OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER" OMPUTER DATE , .4 $ 6- • - •• -. --• - '•.- • •. , -..-:: ' 4 •_•• •-• .. - - - r •' • - • /-f r4c1 ,. • - I age :; d'5'57 i' .•Ooc9 _7_-'c7:/F.. - • • .• - i ) / * - .'• 7/c • iI 1 • - • • /, 7 osr (nn(n in - xxx de/ . -' .- .•. -. ,.lo#-',r , coo C4 04,04. 04 C4 C4 ft - -I • -. - ft - • --I--- I • • - -•, -A . , • • - - I - I - - • - - 1 • -- I •• - - I p 1: A ' - I ¶ APR-15-97 e7:46AM-.vALLEv.RosE;OFF.ICE 760 739 9363! • P1 * • • PAUL RXLEY, P.R. 34613 — 1535 E VALLEY PKWY SUIE #237., ESCONDIDO, C.92027, •(619) 49-1377 5_ . I S. - .5 ¼ ¼ 4 5 I DATE 4/15/97 TIME ---8:45 p m S . •-: . OF PAGES (INCLUDING. TRMSMITrAL FOPJ'!.: 0 . - • '. '• TO:, -ESGIL CORP FAX # 5Q-1576 • 5_ .• ArrN )CURT cULvER • . . 1•S' • .• - S ' • * - ]tt• S -• .. -- FROM J PAUL EXLEY PE 3461 FAX # 1619) I 739-9363 -: - •*• - . • • ••S - r 1535 E VPLLRY PKWY STE 4423J - PHONE # (619) 489-1377 -. *1 •5, . . ._•-- 1 •__ - - •- •,•1 ESCONDIPO CA 92027 -' . . . * . 1' CO!BT:T. KURT - HERES THE REVISEDHOL]1DOWNCALCS. FOR THE ,S FASACK jOB. HOPE'THIS is' Q,K, a PLIFASH NOTIFY IF ALL PACES AR NOT RECEIVED $ k. -. --. - THA(S, PAUL EXLEY' ( 5- .5 -I -5 - . S - •. ' .5 8 - -. . - . 1. — ¼ .c I •• . - f S • :• .' . . - - S S 5, .•• — 4. 4 _ .. • : :, , - r - - .: - - - ,_4 . •; • - . +-_ '-i - .. - . - - . t . - . •. I. * •. ' I f 5. *.•*. - - - ¼ - , -. - . - - S •. • . . - 5 5 t .•. - - $ 4 4 :5 - -• • -5,- -.5- .5 5- ¼ - -- 5 1 * -5 - (9 7 $• AP.R-15-97 07:48 AM VALLEY-ROSE OFFICE .760 739 9363 P.86 - Opas"r q dr ç (7 4 1' (i oil qr L4 6 / ~ rvv ç-4 4e' APR-1S--97 -07:49 AM VALLEY ROSE OFF 760739 P.07 or-b; Jig 11c41 - - - - - - vC ,67cA 4)!4- Jim./ p: L(?v)4 (i)j — Alp 4(rd APR-15-97 07:.49 AM VALLEY ROSE OFFICE 760 739 9363 P1.08 - I - ) /lot : 3-r7) - VI VI VA An E , 20 q ;) F1 h £156 -: • • . • . . .. . •. .• SHEET OF • STRUCTURAL DESIGN CALCULATIONS . 'Z/ 2,1 67 *•' • -- .*_* PREPARED BY: .. - PAUL EXLEYPE .1535 EAST VALLEY PKWY. SUITE #237 - ESCONDIDO, CALIF. 92027 .. 0 (619)489-1377 S 01FES8,o 0 .•. . 0* : ' rn (D. * Lu • NO-C34613 34613 • - PREPARED FOR t * EXP FASACK RESIDENCE • Cj V 0 •,• - 2904 MANAGUA PLACE - - CARLSBAD, CALIF., 9200911 - •. (619)929-9994 . - *- - . 0 - S - L PROJECT ADDRESS - - * . - . ( .i - 0 *,• 2904 MANAGUA PLACE . .. S • CARLSBAD, CALIF 92009 - _f 0 • * - - V - • • * •• - . •.. - APN2i5-494-09 E * V - 0 • -* - I • I. l.A - 0 ••• 0 1. 0 - 0 • . • • -, • 0 I - -. ••.,* 0 5* -. .3 . 2• * _5 .3, .. . - - 4 , •53 * . ' SHEET 2 OF 86 • ••- .. . - ,. -S.. S , *- 55 TABLE OF CONTENTS S ' • - -;-. DESCRIPTION PAGE # - VERTICAL DESIGN LOADS 3. 3 iWOOD STRESSES 4 .3 . . . . RAFTERS. . , .- . - 1 9 TALL WALLS'. . ', 3 . 3 5 7 ' S-f ,. .3 . . _.* 1 5 .- S '. - 'BEAM ,. -LOADS,. . - 15 - .. . .- ROOF BEAMS 24 FLOOR BEAMS 38 • .,::4 ' LATERALLOADS , '-'-.'. 54 'L ' .. SHEAR PANEL DESIGN A - , ' .3 - S5• -. ' . 3. 5 71 -. - - . '3.. S - ' PANEL UPLIFT ,'. -. S 75 * - _3,. -.5.. 3 . •• . . . - "3 - . S - - - . ,5 -. . - . '•S' 5 .45 3 -- 4*_ -, . •. 1-- , 5 .5 *5•5S• .3 S4 - 5 - .3 ,,,'.3 . . S 3 ' '5 5. . S SS• 5 .3 ,' S.3 - SHEET 3 OF. : . MATERIAL SPECIFICATIONS: ;. •, • REFERENCE 1994 UNIFORM BUILDING CODE VISUALLY -GRADED LUMBER SPECIES & GRADE TABLE 23-I-A GLUELAMINATEDLUMBER TABLE23-I-C CONCRETE Fc =2000 psi MIN — CHAPTER 19 , REINFORCING STEEL .. . - GRADE 40 UNIT MASONRY .. CHAPTER 21 STRUCTURAL STEEL Fy =36K .. A36 STRUCTURAL REFERENCES 1994 UNIFORM BUILDING CODE . - TIMBER CONSTRUCTION MANUAL . C) REINFORCED MASONRY ENGINEERING HANDBOOK •: d) REINFORCED CONCRETE DESIGN - . .:- e) SIMPLIFIED DESIGN OF STRUCTURAL STEEL VERTICAL DESIGN LOADS psf RFTR, . •. . 5:12. ONLY: ITEM' zROOF-1 ROOF-2 ROOF-3 FLOOR-1 'I • • . '.. . 4 ROOFING. •. .10 • 10 o - FLOORING •• . ; 1.0 SHEATHING. = 1.5. 1.5 • 2.0 FRAMING - - . 25 2.5 3.5 CEILING. -. = 2.0 • . I .- 2.0 INSULATION 0.5 • * MISC = 05 05 15 DEAD LOAD =. 20 16 • :. • 10 LIVE LOAD = - 16- 16 . o. •40 DESIGN LOAD = 36 psf 32psf 50 psf a •• . - . . .• .. . . . j 4' V11 (jrk LL?1%i- 10 E • - • _____________________________ s Io' • -•--- -• S • S. S2.'5 -. - .5. . S. j1 I 40 I 1.c0 • II (i- . 41 2O ZO • . .• :• :, .. - S c - - (i 17 t1 4 mw p. - 4• - 4 Oil L i c't -I IJ - J.o • .,. I-i - • _-•• renhu E3&-ç * ri I - -, - - --. - 01 11 1 O G I ..-4 IiI 4 1t Ioo 1 - Ica .[- /.&y./Oi r H /0 fS - 5 12 /#4y it - I 4 8> 7':/J5 Z5 F )( /15/ F F 144 2 4M .. - : = 54' . " ( 1--Z5 4, .• . , • 4 to ~fo t1 Al 22-141 50 SHEETS * MItD 22-142 100 SHEETS - 22-144 200 SHEETS INI ON, c1 STRUCTURAL DESIGN CALCULATIONS PAUL EXLEY ENGINEER FASACK RESIDENCE RAFTERS RR-1 Date: 2/07/97 BeamChek 2.0 Choice, 2x8 DFNorth#2 @24 in. Oc BASE Fb=825 ADJFb=1423 I Conditions Repetitive Use '91 NDS : Min Bearing Area R1 0.6 in R2= 0.6 in2 DL Del 0.21 in Bèàm Span 12.0 ft. Réaction,1 400# Reaclionl LL 192# Beam Wt per ft 2.64# Reaction 2, 400# Reaction 2 LL 192# • • Beam Weight 32 # Madmum V 400# Max Moment 1200 '# Max V (Reduced) 360# TLMax Del L / 240, TL Actual Dell LI 354 LL Max Dell 'L / 360 LL Actual Dell • L / 736 Attributes Section (in) Shear (n) TLDefl çin) LL Dell Actual 13.14 10.88 • 0.41 : 0.20 • : Critical 10.11, 454 060 040 Status OK.,. OK • OK • OK- 7.7% 42% Ratio,.-• 68% 490A V. - . - • - . V - . V STRUCTURAL DESIGN CALCULATIONS V RAFTERS V V RR-4. V V - V Date: 8129196 BeamChek 2.0 - Choice L2x 10 DFVNorth#2 @16inoc BASE Fb=825 ADJFb=1305 V - V Conditions Repetitive Use, '91 NDS V '' - ,•V V V - V Min Bearina Area .' R10.71n2 R2=0.71n2 •DLDefi 0.491n V - V The beam self-weight was not automatically added to the loads by BeamChek. V - - : Loads Unffom TL: 48 =A Uniform LL: V V 21 V V V V 'V•• V V •• - -V V - V V ' •,•.- -: V V V V V • V V 1 - V V V V V • V V - ,, - •• - ' STRUCTURAL DESIGN CALCULATIONS * RAFTERS RR-5 " -- Date: 8/29/96 BeamChek 2.0 C?ioice 2x 12 DF North #2 @ 16 in. oc BASE Fb = 825 ADJ Fb = 1186 1 Conditions Repetitive Use, '91 NDS ' • MinBeannaArea R1=0.91n R20.9in2. DLDefl '0.52 in, Attributes Actual Crilicai . Status. 1• Ratio Va!ues. -s - Adjustments 4 • ,- - S • -. . 4 - . 4, - STRUCTURAL DESIGN CALCULATIONS - PAUL EXLEY ENGINEER FASACK RESIDENCE' :.ó RAFTERS • - (.'PtLL. Date: 2/07/97 BearnChek2.0 Choice 2x8 DF North #2 @24 in. oc - BASE Fb825 ADJFb1423 Conditions Repetithie Use, '91 NDS - STRUCTURAL DESIGN CALCULATIONS PAUL EXLEY ENGINEER I.FASACK RESIDENCE "RAFTERS <AL( fti Date: 2/07/97 BearnChek 2.0 Choice 2x6 DF North #2 @241n'.óc • BASE Fb=825 ADJFb154] Conditions Repetitive Use, '91 NDS. - - • Data a. Attributes Actual Critical Status a ' Ratio (A/rE Il /lOr Ii * .4 l7cp1..,c (L- -ftvsi-' A1- 4- f1sc- 7-3rL - -. - - - LL- I4- ) S •-'r 1(4J :LO G-2o)(4 : gg 7 1/ - b-lip 4- çg-7 4t -. 24cL1- - fJ 14to ) .-(r.vi -ç'jo .ptiPTL(40 :•... : 1 - . .. -S - -•.•.- -...., _.5. 5- 5•_ .•.•'- 5•.,. ..: ,. • Ilk lei - - - d - - t .:•• - S • ••• - r3 .5. 5•' flI-i & I I ( 1t- tc2- 1 Ic • ,_ - '5 -.5 - .:. - • • S ..- • T . . - w ( to )+ L-0- ()vvltc - p c • . - -5 • -• • •5 . . .•_ : .. - .• 1 V - (3 17 6 - t-(-- .1 S.- PIZ •--:-•--. :-.. ,: - 000 ltqI (4 C44 C4 - C 5-- -5- -5 5 . ,- 5*5 ••' r3 1'(- - 1t2- - 5 . 5 - 5• f r P L(v - •5S 5- 5 -- - . o-3 -- - - S S 5 •55 - -- - - S. S • 5-5-5. ' - S 55 - - SThUCThRAL DESIGN CALCULATIONS PAUL EXLEY ENGINEER FASACK RESIDENCE OBSERVATORY ROOF BM RB-i - Date: 2/06/97 BeamChek 2.0, Choice 6x 8 OF North #1 - BASE Fb = 1200 ADJ Fb = 1500 Conditions 91 NDS . . Min Rerina Area I R1=2.8 in R2=2.9 in DL Defi 0.10 in Attributes -Actual Critical Status; Ratio' 51.56 41.25 0.15 - 0.06 - 32.14 . 22.71 0.40 0.27 OK., OK ..ok OK 62% . 550A - 39% 22% . 4 - - - - - - ./ -- - Valuei- Base Values 1200 85 . 1.6 625 Base Adjusted 1500 106 - - 1.6 625 Adjustments - CF Size Factor 1.000 Cd 'Duration 1.25 . - '•1.25 Cr Repetitive - Ch Shear Stress . 'Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. !rj d- • . UnifnrmTl 30n ='A Uniform LL 100 STRUCTURAL DESIGN CALCULATIONS .. V PAUL,EXLEY, ENGINEER • . FASACK RESIDENCE OBSERVATORY ROOF BM RB 2 Date 2/06/97 V BeamChek 20 Choice VI 6x 14 DF North #1 ' '. 'BASE Fb= 1300 ADJ Fb = 1604 Conditions '91 NDS - - MinBeanngArea R1=7.9in2 R2=8.1 in DLDefl -0.26 in Data Beam Span , 14.01 Reaction I 4912# Reaction 1 LL. - /1781 #j V BeámWtperft - -,18.04# Reaction 2 . 5041# Reaction 2LL Beam Weight 253 # Madmum V .. V5041 # Max Moment- 20156W. Max V (Reduced) 4458# . • Max Dell L /240 TL Actual Del -,L/461 . J TL LL Max Dell . L/360 LL.ActuaI Dell L/ >1000 * Att,ibutes Section(in) Shear (ins) TLDefl (in) 'LLDefl Actual 167.06 74.25 0.42 O.15 . '• Critical'- V150.80 62.93 0.70 0.47 . • Status OK OK OK - OK ' Ratio, . -90% .• . 85% 60% 33% . . ; .•Fb(psi) Fv(psi) . E.(psixmil) , Fc1(psi) Values ' Base Values ... '1300 85 1.6 625 Base Adjusted .1604. 106 . 1.6. . 625 V Adjustments CF Size Factor 0.987 •V. Cd Duration .4.25 .. 1.25 .. .: Cr Repetitive -. V Ch S1Vear Stress -' Cm Wet Use BeamChek has automatcaIly added the beam self we V ight into the calculations Loads p Uniform TL: -_: • 500 = A Uniform LL: ••V - V 185 V V Point LL Point IL Distanáe . . 400 B=900 100 650 C1800 60 V .• V V V V •VV - -V.. V V V - V .• V '. . V Uniform Load. A V V V . V • V tloadVs:.:17-77777-7 - VEV 1 ' VV. V VI V V V •:::::~ ' V VVV - •V V 4 V V R1=4912 - V . R2=5041 V - VV VV - VV SPAN =,14 F7 - V V V V. V ' VV V V V Uniform and uniform loads are lbs partial V per lineal ft. - - V • • V * V V V* VVt V• V V V V V• V . - * V, V V • _V V V V V Vt... V - S V bV - V •V V .VVV V - •V•• - V V V V• V - -. . STRUCTURAL- DESIGN CALCULATIONS. • . ; PAUL EXLEY ENGINEER FASACK RESIDENCE ' STAIR FLUSH BM r • RB-4 • :, Date: 2107/97 BeamChek 2.0, Choice - 4x10 DF North #2 -BASE Fb825 ADJFb=1238 I; Conditions 91 NDS . I. Min Bearing Area R1 2.9 in R2= 2.9 in DL Dell 0.07 in Data • Beam Span 8.0 ft Reaction I 1839# Reaction 1 LL 768# - Beam Wt per ft 7.87 #, Reaction 2 1839# Reaction 2 LL 768 # • Beam Might r 63# Madrnum.V .. 1839# • Max Moment 3679 W Max V (Reduced) 1485 # - '- TL-Max Defl . L / 240 TL Actual Dell'. L / 838 • LLMaxDell L/360 LL Actual Dell L/>1000 • Attributes 8 Section (W) Shear (W) TL Dell (in) - LL Dell • - Actual 4991 3238 011 005 Critical 35.67 . 18.76 0.40 0.27 Status ' OK: OK OK • OK . -• ' - Ratio 71% • 58% 29% - 18% Values Adjustments -•.• . I-' * STRUCTURAL DESIGN CALCULATIONS : PAUL EXLEY ENGINEER FASACKRESIDENCE * - . PUB HDR. RB-5 : - . Date: 2/08/97 BeamChek 2.0 Choice 4x 8 OF North #2' : BASE Fb = 825 ADJ Fb = 1341 Conditions '91 NDS : Min Beanna Area Ri = 1.8 in2 R2= 3.4 in2 Attñbutes Sectiofl (W) Shear (in3) TL Dell (in) Actual 30.66 . 25.38 0.07 Critical . 23.94 23.37 0.25 . . Status OK OK . 'OK Ratio 78% 92% 286A Fb (psi) Fv (psi) E (psi x mil) F1 (psi) Values Base Values 825 95 1.6 625 Base Adjusted 1341 . 119 1.6 625. Adjustments CF Size Factor .. 1.300 - . . . . - Cd Duration - Cr Repetitive . '. • • Ch Shear Stress .., . . .. . . • . Cm Wet Use A. BearnChek has automatically added the beam self-weight into the calculations. - •• Loads .. %. • • - • Point IL Distance -Par UnifTL Start End I B=1800 '-. .3.5 • -H=216 ..- 0 - 3.5 1=468 35 50 - • . ••• . . •• . -- . • . . .1 • I I . H . H- -- -•• Pt loads: E1 R11152 • .• R2=2137 SPAN =5FT . . . Uniform and partial uniform loads are lbs per lineal ft - ',• - ...•- - I - -. .- --* . . - • • t - • - . ••• .•- -. •. • -• -S. •• . S.. .' - 121 - : - -. . STRUCTURAL DESIGN 'CALCULATIONS PAUL EXLEY ENGINEER FASACK RESIDENCE. MASTER FLUSH BM RB-6 . . Date: 2/08/97 1 BeamChek 2.0 Choice 6x 8 OF North #1 BASE Fb =1200 ADJ Fb = 1500 Conditions "91 NDS - Min RarinnArea RI=3.31n2 R2=3.lin- DL DO 0.11 in a Attnbutes Section (W) Shear (in3) TL Defi (in) LL Defi Actual 51.56 41.25 0.17 0.06 Critical .32.49 26.14 0.40 Status OK OK OK . OK Ratio a 63% 63% .42% 23% Fb (psi) Fv (psi) a E (psi x mu) Fc1i) (ps Values Base Values 1200 :.- 85 '. . 1.6 . 625 • Base Adjusted . 1500 106 1.6. 625 Adjustments CF SizeFactor 1.000 r. a Cd Duration .1.25 1.25 .. -Cr Repetitive . . • • . Ch Shear Stress,.. . . . . - CmWetUse •-. - . -- -2 BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 372 = A - Uniform LL:- 128 PointLL . PointTL r Distance • .- • - - 225, - B =500 1.5 - . . a. -, • 225 ' . C = 500 * 5.5 ,1 - •• '-a. •-* . _, * * :-. * • . I . I . I . Uniform Load A . - Pt Iods: I . liii - - Ri = 2091 . .. . - . . • R2 = 1966 SPAN =8 FT Uniform and prtial uniform Ioad&are lbs per lineal ft. * •. -- *-. STRUCTURAL DESIGN'CALCULATlONS PAUL EXLEY ENGINEER FASACK RESIDENCE MASTER FLUSH BM RB-7 Date: 2/08/97 BeamChek 2.0 Choice 6x 14 OF North #1 BASE Fb 1300 ADJ Fb = 160J Conditions '91 NDS Mm Beanng Area R1 4.3 in2 R2 5.7 in2 DL Dell 0.28 in Data Beam Span 16.0 ft Reaction,1 2672 # Reaction I LL 916# Beam Wt per ft 18.04 # Reaction 2 . 3557# Reaction 2 LL 1284# Beam Weight 289 # Maidmum V 3557 # Max Moment 14973 W Max V (Reduced) 3222 # TL Max Dell , L/ 240 TL Actual Dell L /441 LL Max Dell L/ 366'LL Actual Dfl L 1>1000 ' Attributes Section (in3) Shear (in2) TL Defi (in) LL Dell Actual -. 167.06 74.25 , -0.44; 0.16. Critical .11203 4549 0.80 "0.53. Status OK 0K -- OK 0K Ratio - 67% -61% -. 54% 29% BeamChek has automatically added the beam self-weight into the calculations. Loads - - Point LL Point TL - Distance Par Unif LL Par Unif TL Start •. End 700 B 2000 5.5 lop -- H = 280 5.5 16.0 225 C500 - 10.0 225 D500 140 • .4 •• F .• __• H -H I E1 IiL - R12672 • R2=3557 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. - . - • . : .- - • - -- t . -- -• - . __t_ - - - - - - • . - -. ••c ., •'• . •.•": -.. '?.,1 c;4• - STRUCTURAL DESIGN CALCULA11ONS PAULEXLEYENGINEER : FASACKRESIDENCE .• - MASTER FLUSH BM .R13-8 * * Date: 2/08/97 BeamChek 2.0 '. Choice 6x 14 DF North #1 '-BASE Fb = 1300 ADJ Fb = 1604 - Conditions .91 NDS . Min BeannqArea R1=8.9in R2=5.91n2 DLDefl 0'.27 in Attribàtes -Actual, - Critical Status Ratio Values Adjustments BeamChek has automatically added the beam self-weight into the calculations. - 1• Loads [7 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1290, - B=3600 4.5 216 H486 0 4.5 136. I =320. 4.5 , 14.5 4, .. I •' • 1 • * , - - • I - :1 H:'l - - Pt loads: - - : Ri = 5565 , • R2 = 3684 SPAN 14.5FT . Uniform and partial uniform loadi are lbs per lineal ft - . - • - '' .1 - -• r '3 STRUCTURAL DESIGN CALCULATIONS PAUL EXLEY ENGINEER FASACK RESIDENCE MASTER FLUSH BM V. V pate: 2/08/97 BeamChek 2.0. Choice 2x 12 DF North #1 . ç . BASE Fb = 825 ADJ Fb = 1031 Conditions Increasing Load, 91 NDS -. - Min Bearing Aiea Ri= 0.6 in R2= 1.1 in DL Del! 0.06 in V * , Beam Span 14.14 ft Reaction I 362 # Reaction I LL ' 267 # V V Beam Wt per ft V4.1# Reaction 696# Reaction 2LL 533# V Beam Weight' V 58 # PJ1admumV ..' 696# V V Max Moment 1916W •Max V(Redüced) 564# V V TL Max Deli L NO TL Actual Deli: L /702 LL Max Deli 1/360 LL Actual Deli 'L,/927 V Attnbutes Seótion (in3) Shear (in').. TL Deli (in) LL Deli Actual 31.64 16.88 0.24 0.18 V Critical . 22.30 . 7.12 0.71 0.47 V - Status OK, OK V -OK 'OK Ratio ' ., . .70% 42% ,340A 2190A V V 'V ••. Z\ V . Ri =362 V V , V R2 = 696 V V . V SPAN V14.14FT V V V The Increasing laid is total pounds on thébeam. Beam weight and anyuniform load is PLF. V V V V • V - V VV' V V V . V 4 VV •. V •, V V. V_• V V * VV V• - V,V VV V V V V V.4 . VVVVV V •.4 V V V V * ,- V - I - STRUCTURAL DESIGN CALCULATIONS PAUL- EXLEY ENGINEER - FASACK RESIDENCE -. - EXERCISE HIP SUPPORT RB10 1 - - - . Date: 2/08/97 BeamChek 2.0 - Choice 4x 12 DF North #2 ' BASE Fb= 825 ADJ Fb = 1134 Conditions '91 NDS •. Mm Bearina Area R1= 1.8 in2 R2= 1.8 in2 DL DelI 0.19 in Attnbutes Section (in3) Shear (in2) TL Del (in) LL DelI - -. Actual - 73.83, 39.38 0.25 • 0.07 - Critical 58.44 13.21 - 0.65 0.43 - Status - OK OK - OK OK - -- - Ratio . 79% .34% 39% 15% - - - • - - Fb(pi) - Fv(psi) E (psi xmil) ,Fc1(psi) - - - Values , - Base Values - . 825 - 95 ., 1.6• 625 • Base Adjusted 1134 119 1.6. - - 625 -' Adjustments CF Size Factor 1.100'; - - - Cd Duration 1.25 , 1.25, -. , • - - - - - Cr Repetitive - • - - - •. - - - -: Ch Shear Stress, - - - " • • Cm Wet Use • : -' - - -. - BeamChek has automatically added the beam self weight into the calculations.. Loads Uniform TL: - 75 = A -. Point LL Point TL Distance • 450, B1150 • -. 6.5 ' - 4 4 -• . - - - 'Uniform Load A :. Pt loads: I - - - I . -. * - - - •. R11125 • - •. -. -R2=1125 SPAN 13FT .• - - • -- 4 -. - Uniform and partial unifom loads re'lbs per lineal ft. 1 - .- : • •.- • ,. '- -..- • - 4. 4 -- , ' -, - - • . ' , - • 4 ,•• • l•.•• • - - - • • - ' . - • ' 1-' • - .4 - - • • • . - ' -t - STRUCTURAL DESIGN CALCULATiONS '• • • . PAUL EXLEY ENGINEER, • FASACK RESIDENCE-,''EXERCISE HEADER RB 11 . Date 2/08/97 BeamChek 2.0-. Choice 4x 8 DF With #2 BASE Fb = 825 ADJ Fb = 1341 Conditions '91 NDS Attributes Actual ChtcaI, Statts- Ratio,, STRUCTURAL DESIGN CALCULATIONS - PAUL EXL ENGINEER S F. FASACK RESIDENCE LIBRARY RAIL HEADER RB-12 Date: 2/08/97 , . BeamChek2.0 Choice '1'4x 12 DF North #2 , BASEFb825 ADJFb1134 I Conditions - 91 NDS S Min Bearing Area R13.4in2 R23.4in2 DLDefi. 0.09 in Dati Beam Span 10.0 ft Reaction I •.. 2148# Reaction 1 LL 875# Beam Wt per ft. 9.57 # Reaction 2 21489 Reacton 2 LL 875 # Beam Weight 96 #. MadrnumV. .. 2148# • Max Moment 5370# MaxV(Rediiced) 1745# TL Max Defl L1240 TL Actual Del L/826 • LL Max DeII 1/360 LL Actual Defl ,.L/>1000- Attnbutes Section (in3) Shear (in3) TL Dell (in) ..,,LL Dell - ActuaI ; 73.83 - 39.38 0.15 0.06 Critical,, 56.80 .. 22.04 0.50 - 0.33 - .- Status OK OK OK, OK S Ratio 77% - . 56% - 29% . 18% ' - ç..- •.: •' - SI •j •.•' . . S STRUCTURAL DESIGN CALCULATIONS . -. PAUL EXLEY ENGINEER ., -• FASACK RESIDENCE S CANTILEVERED ROOF BEAM - S RB-13 . 'Date: 2113/97 BeamChek 2.0 Choice 4x 10 OF North #2 . BASE Fb = 825 ADJ Fb = 1238 Conditions' ' Overhang, '91 NDS Min BearingArea R1 1.5in2 :R2=4.6in2 DL Del <0.01 in.,. Data Beam Span 6.0 ft 'Reaction 1 1963# Reaction I LL 394# S Attributes Actual;- Critical Status Ratio BeamChek has automatically added the beam self-weight into the calculations. S Loads -. . . . Par Unif LL Par UnifTL• Start • End -' .175 J420 . 0 6.0 175 K = 420 (OH) 0 3.0 -S S.. - . -- •S •_ _ .S_._ S S - . - :-• * - -. - •: I- K, -" S S •. . R1= 963, '. , .: • R2=2888 BACKSPAN=6FT OH=3FT S Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. S • S S -- •, •- 1' Actuak Cribcal Status. - Rato Values Adjustments - STRUCTURAL DESIGN CALCULATIONS . • PAUL EXLEY ENGINEER FASACK RESIDENCE FLUSH FLOOR BEAM - FBI , - + Date 2111/97 BeamChek2O Choice' .1.3-112x 11-7/8 2.OETJMPARALLAM®PSL BASEFb2900 ADJFb29O3 Conditions STRUCTURAL DESIGN CALCULATIONS PAUL EXLEY ENGINEER FASACK RESIDENCE '. '' FLUSH FLOOR BEAM FB-2 Date: 2/11/97 •. BeamChek 2.0 Choice 7x 11-7/8 2.OE TJM PARALIAM® PSL BASE Fb = 2900 ADJ Fb = 2903 Conditions ' Mm Bearina Area R1= 10.6 in2 R2= 8.8 in2 DL Dell. '0.29in Suggested Camber 0.43 in Attributes Section (in3) Shear (in2) TL Dell (in) . LL Dell Actual ' 164.52' 83.13 0.49 0.20 Criticl' 113.42' 37.95. 0.65 . 0.43 Status OK OK ., • . OK OK . Ratio " 69%. - '46% 75% 47% Fb (psi) . Fv (psi) E(psi x mil) Fc1 (psi) Values Base Values 2900 290 2 0 750 BaseAdjusted .2903 290 2.0 750 Adjustments . CF Size Factor 1.001 - Cd Duration . . . Cr Repetitive . S Ch Shear Stress Cm Wet Use, BeamChek has automatically added the beam self-weight into the calculations. Loads . 'Ui'iform TL: 590 =A Uniform LL: . 245 . Point LL Point TL Distance '. • . .: ' 225 B1370 ,- 8.5 2340 C = 4650 . 4.0 225 D =500 . 6.5 I I . 'A 'Uniform Load Pt loads:' . _____. . . I • RJL 7947,: • . . . - R2 = 6580 SPAN =I3FT Uniform and partial uniform loads are lbs per lineal ft. STRUCTURAL DESIGN CALCULATIONS - ' ... PAUL EXLEY ENGINEER FASACK RESIDENCE BDRM HEADER BEAM 77 FB-3 1 Date: 2/11/97 BeamChek 2.0' Choice F3 -1/2x 11.718 2 OE TJM PARALLAM® PSL BASE Fb = 2900 ADJ Fb = 2903 'Conditions ' 0 Min Beanna Area R1= 7.1 in R2= 5.3 in DL Defi 0.05 in Suggested Camber 0.07 in 0 , Attributes I - Actual -- Critical I - '• -'• Status 1 I , , Rao -. - Values Adjustments STRUCTURAL DESIGN' CALCULATIONS' PAUL EXLEY ENGINEER FASACK RESIDENCE. -' FLUSH FLOOR BEAM - FB-4 . Date: 2/11/97 BeamChek 2.0 Choice' . 2-11!16x.11-7!8 2.OE TJM PARALLAM® PSL BASE Fb = 2900 ADJ Fb = 2903 Conditions Min Béarina Area R1 2.7 in2 R2= 2.7 in2 DL Del <0.01 in. Suggested Camber0.01 in. - , S BeamChek has automatically added the beam self-weight into the calculations. Loads - Uniform TL: ,675 = A Uniform LL: 520 - _•.t' * 5 - . - V. STRUCTURAL DESIGN CALCULATIONS PAUL EXLEY ENGINEER FASACK RESIDENCE 'ATRIUM FLUSH BEAM FB 5 Date 2/11/97 BeamChek2O Choice 0-1/4x 11-718 2 OE TJM PARALLAM® PSL BASE Fb = 2900 ADJ Fb = 2903 Conditions min Raanrtri Area P1= 7 R in R= 10 1 j2 DL Dfl 041 in Suaaested Camber 0.62 in ----.- ------- Data Beam Span 145 ft Reaction 1 5698 # Reaction I LL 2378 # Beam Wt per ft 19.484 Reaction 2 7585 # Reaction 2 LL 3124 # Beam Weight 282 # Maamum V 7585 # Max Moment ' - 24448W MaxV-(Reduóed) 6927# . TL max Defl L/240 TL Actual Defl L/249 LL Max Defi L / 360 LL Actual Defi L'/ 603 -Attributes Actual Critical, Status. -- -' .'Ratio BeamChek has automatically added the beam self-weight into the calculations. - Loads Uniform IL 645 = A Uniform LL 280 I- Point LL Point TL, - Distance - - -. - - 1,442 B = 3648 11 .0 1 - - - - - - I Uniform Load A I Pt loads: I EI I - . Ri 5698 - - - . - R2 = 7585 -. - SPAN = 145 FT Uniform and partial uniform loads are lbs per lineal ft - - - -- - - -- - - - : - . • 4 - - 4 STRUCTURAL DESIGN CALCULATIONS - PAUL EXLEY ENGINEER FASACK RESIDENCE FLUSH BEAM FB-6 Date: 2/11/97 BeamChek 2.0 Choice 2-11116x 11-7/8 2.OE TJM PARALLAM® PSI- BASE Fb = 2900 ADJ Fb = 2903 Conditions - Min Bearing Area R1 3.2 in2 R2=-32 in2 DL Defi 0.04 in Data Beam Span 10.0 ft Reaction I 2425# Reaction 1 LL 1800# Beam Wt per ft 9.97 # Reaction 2 2425 # Reaction LL 1800 # Beam Weight 100 # Madmum V 2425# - Max Moment .' 6062W Max V (Reduced): 1945# S - TL MaxDell L [240 TL Actual Dell ' L / 826 - • - LLMaxDefl .. L/360 LLActüaIDefl . L/>1000. . S Att,ibutes Section n) Shear (in2) TL Dell (in) LL Défi S Actual 63.16 31.91., 0.15 0.11 Critical 25.06. • 10.06 0.50 0.33 - Status OK OK - OK ; OK Ratio .40% :32° 29% • 32% . ' 44 STRUCTURAL DESIGN CALCULATIONS' PAUL EXLEY ENGINEER FASACK RESIDENCE HEADER F13-7 Date: 2/11/97 BeamChek2.0 Choice ' 4x 6 DO North #2 BASE Fb = 825 ADJFb = 1073 Conditions 91 NDS Min. Rearinci Area RI = 1.8 in R2= 1.8 in2 DL Defi 0.02 in .00 - STRUCTURAL DESIGN CALCULATIONS .PAUL EXLEY ENGINEER FASACK RESIDENCE DINING I KITCHEN RAFTERS . - . - Date:2/11/97 BearnChek2.0 Choice T 2x 8 DF North #2 @ 16 in. oc BASE Fb = 825 ADJ Fb = 1423 Conditions- Repetitive Use, '91 NDS .. - Min Rprinn Ar RI= 06 j2 R2= 0.6 in2 DL Dell 0.30 in & Attributes Section (W) Shear (in3) TL Deli (in) LL Deli Actual 13.14 10.88 0.60 . 0.30 Critical 11.01 '- 4.31 .0.70 . .0.47 Status OK OK OK . OK -• Ratio . 84%' '40% 86% a - 65% - Fb (psi) Fv (psi) E (psi x mil) . Fc1 (psi) Values- ,•, Base Values - 825 95 . .1.6 625 • Base Adjusted 1423 119' r 1.6 625 Adjustments CF Size' Factor 1.200 . . Cd Duration :1.25 1.25 - Cr Repetitive . Ch -Shear Stress . CmWet Use ----------------- BeamChek has automatically added the beam self-weight into the calculations Loads Uniform TL:. 51'=A Uniform LL: 27. * .*-•.. I - • . .- ., - - . ~ .- - - .•• .. •1 F - - I - Uniform Load A - I -' R1.373 - ,. - ' R2=373 -- - . SPAN 14FT • F - Uniform and partial uniform loads are lbs per lineal ft. I , - I . - .- - - a - - - •-- -' - . -. :1 I - - : • , -- - •- - I' -• - -. - Attnbutes - Actual . - : Cnlical - .Status - RaO ,- STRUCTURAL DESIGN CALCULATIONS - PAUL EXLEY ENGINEER FASACK RESIDENCE COORIDOR'FLUSH BM RB-16 .. - - . Date: 2/28/97 BearhChek2.O - - Choice 4x 8 DF North #2 - , BASE Fb = 825 ADJ Fb = 1341 Conditions '91 NDS - RA;.. A.. Dl- I j2 Q')= j j2 flIfl fl fl7 in - - - STRUCTURAL DESIGN CALCULATIONS - - PAULEXLEYENGINEER FASACK RESIDENCE GARAGE HEADER RB17 f Date: 2/28197 BeamChek2.O Choice 4x 8 OF North #2 - BASE Fb = 825 ADJ Fb = 1341 Conditions - 91 NDS Attributes Actual Crilical Status Ratio - Values Adjustments I. •- Values Adjustments * STRUCTURAL DESIGN CALCULATIONS PAUL EXLENGINEER FASACK RESIDENCE BEDROOM HEADER RB 18 t Date 2128197 BeamChek 2.0 Choice 4x 8 OF North #2 - y BASE Fb = 825 ADJ Fb = 1073 Conditions 91 NDS -. I • Mm Bearing Area RI= 3.51 R2= 3.5 in2 DL Del0.02 in Data Beam Span - ft Reaction . 2202# Reacbon1 LL 1120# Beam Wt per ft 6.17# Reaclion2' 2202# Rea6lion2 LL. 1120# BeamWighV 25# MadrnuniV. 2202# Max Moment : 2202W Max V (Reduced) - 1537#' TL Max DO -TLActualDefl L/>1000 LL Max DelI - L/ 360 LL-Actual DelI ; LI >1000 Attributes Section (W) Shear (n) - TL Dell (in) LL Dell. Actual. 30.66 25.38. - - 0.04 0.02 Critical 2464 2427 020 013 Status OK OK OK OK - Ratio 480% - - 96%. 18% . p 14% . STRUCTURAL DESIGN CALCULATiONS PAUL EXLEY ENGINEER. FASACK RESIDENCE. . BEDROOM HEADER - FB 9 Date 2/28/97 BeamChek 2.0 Choke 4x 10 DF North #2 BASE Fb = 825 ADJ Fb = 990 ,Conditions 91 NDS Min Bearing Area R1= 3.8 i n 2 ;R2= 3.8 in DL Defl.<0.01 in. Data Beam Span .. 4.0 ft Riactón'1 ' 2386# ReaclionILL 1290# Beam Wt per ft 7.87 # Reaction 2 2386 # Reaction 2 LL . 1290 # Beam Weight 31# MadmumV 2386# Max Moment . 2386 Max V (Reduced) 14664 11 - TL Max Defl L/240 TLActualDefl L/>1000 4. 1 LL' Max Del . L / 360 LL Actual DOL I >1000 . . Attributes Section (in3) Shear (in3) TI. Defl (in) LL Defl Actual 4991 3238 002 001 71 Critical 28.92 ' .23.15 0.20 0.13 . Status OK OK OK OK . Ratio 58% .. 72% 9%,.• 8% - - STRUCTURAL DESIGN DESIGN CALCULATIONS • PAUL EXLEY ENGINEER FASACK RESIDENCE BEDROOM HEADER FB-10 Date: 2/28/97 BeamChek2.0 Choióe x'1O DFNOrth#2 . BASE Fb=825 ADJFb99O. I Conditions 91 NDS . Mm BeanngArea Ri= 2.8 in2 R2= 2.8 in DL Dell 0.01 in. Data. Bearn5pan 60. ft' Reaction'! 1779# Reaction I LL 1320# Beam Wt per ft 787 # .'Reaction 2 1779# Reaction 2 LL 1320# Beam Weight .47 # •Madmum V• 1779# Max Moment 2668 '# Max V (Reduced) .. 1322# . TI-Max bell 'L/240 TL Actual Dell. L/>1006,: LLMaxDefi L/360 LLActualDefl L/>1000 Attnbutes Section (in3) Shear(W) TL Dell (in) - LL Dell Actual 49.91 32:38 0.05 0.03 Critical .32.34 . 20.87 0.30 0.20 Status . OK OK . OK. OK . Ratio 65% 64% 16% 17% Fb (psi) Fv (psi) E (psi xmil) Fc± (psi). Values . . Base Values . 825 . . 95 1.6 625 Base Adjusted 990 •95 . 1.6 625 Adjustments • CF Size Factor • 1.200 . • : Cd Duration . . • • Cr Repetitive . • Ch Shear Stress . •. . - - • CmWetUse . . . BeamChek has automatically added the beam self-weight into the calculations. • Loads Uniform TL: 585 = A • Uniform LL: 4.40 • . . .• I Uniform Load A . • • .R1 1779 - •0• R2= 1779 • • SPAN =6FT. Uniform and partial uniform loads are lbs per lineal ft. Min Bearing Area K1 .0 in tz .0 in uLuen cu.ui in. Beam Span 4.0 fl, Reaction 1 3156# Reaction I LL 2066# Beam Wt per ft 787 # 'Reaction, 2 3156 # Reaction 2 LL 2066 # Beam Weight 31 # Maximum V 3156# Max Moment 3156W Max V (Reduced) 1939# TL Max Defi L/240 TL Actual Defi L/>1000 ,LL Max Defl L/360 LL Actual Defi L/>1000 Fb (psi) Fv (psi) E (psix mu) Fc1 (psi) Base Values 825 95 1 6 625 Base Adjusted 990 95 1 6 625 CF Size Factor 1.200 Cd Duration Cr Repebbve Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Data R13156 R2=3156 STRUCTURAL DESIGN CALCULATIONS PAUL EXLEY ENGINEER V FASACK RESIDENCE GIRDER FB-12 Date 2/28/97 BeamChek 20 Choice 6x 16 DFNorth #1 BASE Fb = 1300 ADJ Fb = 1264 Conditions .7 No Splits'91 NDS Mi77 nBeanngArea —77 777 RI=113in2 R2= 113in2 DL Del, 0.06 in Datd \ Beam Sian 100 ft Reaction 1 7034 # Reaction I LL 3560 # Beam Wt per ft 26.72 # Reaction 2 7034 # Reaction 2 LL 3560 # Beam Weight 207# Maximum V 7034 # Max Moment 17584W Max (Reduced) 5217# TLMaxDefl L/240 TL Actual Defl L/>1000 LLMaxDefl L1360 LL Actual Defl L/>1000 Attnbutes Section (in3) . Shear (in2). TL Défi (in)'LL Dell V V V V V V V Actual 22023 8525 012 006 V V V V V V Critical V V• 166.99 46.03 . . .0.50 V 033 V Status OK OK OK OK Ratio 76% 54% 23% 18% V V V V V• •VV Fb (psi) . Fv(psi) V E(pal x mil) Fc1 (psi) V V Values Base Values 1300 85 1.6 625 Base Adjusted. V1264 V 170 V V 1.6 V V65 V V .--1264 , V V Adjustments V CF.Size Factor V 0.972 .. V V V• V V Cd Duration Cr Repetitive Ch Shear Stress 2.06: (No Splits) Cm Wet Use BeamChek has automatically added the beam self weight into the calculations Loads Uniform TL:1386 = A Uniform LL 712 V V V V V V V V UniformLoadA V V VV V IV R17034 V V V R2=7034 V VV SPANIOFT Uniform and partial uniform loads are lbs per lineal ft - - - - ,.. .' .5 . * STRUCTURAL DESIGN CALCULATIONS PAUL EXLEY ENGINEER FASACK RESIDENCE GIRDER FB-13 ' . . Date: 2/28/97 BeamChek 2.0 ,. Choice 7x 162.0E TJM PARALLAM® PSL - .,, ' BASE Fb = 2900 ADJ Fb = 2809 Conditions Overhang, - '..• . . - Attnbutes Section (in3) Shear (in2) TL Dell (in) . LL Dell OH TL Dell OH LL Dell Actual . '298.67 112.00 - ,.' .0.66 -0.33 . -0.29 -0.14- Critical 172.06 .. 44.00' 1.60 .' 0.67 0.30 '. 0.20 Status OK OK OK . OK - OK. OK Ratio 58% 39% 66% 49% 98% 72%, Fb (psi) Fv (psi) E (psi x mu) Fc± (psi) Values . Base Values ........2900 -' - .290. - .2.0. .. 750 , Base Adjusted' - 2809 .. 290 . - - .2.0 750- Adjustments . .CF Size Factor, 0.969 . -. . . 4. •2 . - . . Cd Duration '. . . .. . . . . I . . •-.:' -.. .4 • . 4.. ,, . Cr Repetitive . •. 4, Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self weight into the calculations ., ,. '.. . - .. . . . Loads .. . . . fe.) Point LL Point TL Distance Par UnifLL' . Par UnifTL Start 2250 B =5000 / 150 280 H=500 0 200 280 K=500 (OH) 0 30 4 4 .- 4. 4. .5 - 4 4- 2' 4 . .4 . -'' :-. --.4*.- 4 .. . •.. 4 .4 4 .••- 2 • 4 . . :' . .. . - -.5 -- * . .4 - - K I ''- '.4 p.,.-. Pt loads: 4 k. ,,, • •-- ,--- 4 . ', 1 41 . . . ........ . . 4 R1=6480 R2 10825 BACKSPAN=2OFT OH=3FT 4.. •- . ...........,.. 4241;4•••• , . . . . ' . Uniform ,and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. 4 , 4.. .. , . 4- 4 -• ,. .4 -. .;. ,• * . - . - . S 4 , 4-. . '- ' •• . :- - 4 •2 ,-• 4- -4 - . - - 4 . - .- . -. . '4 .4 ' r sM-gc-69 fr%TA5c? www WIM -X W - - ,-'-- - -' ,- coo incp ,/iV' r,q7 ,, frncz7-4,f s4t5 J) cie C4 _ccic1 04 C14 - --- Le je4J 1iqc4 c (,rTW4l5 kv Jo / C 1: c - - - p - - - - - •4 • ,_ I - - . I (2L( 4 / (42xl1') t - - An 4ft 009 ZI -ç ,t qc,fri' '- 4 - : 4F - (1'14, e > -. - -, -- - - .---- ,_ 4 - :- - t . f - : 22-141-- 50 SHEETS PAD ON 22-142 100 SHEETS 22-144 200 SHEETS 10 C xmz cLvi 1' wwu1 us 0 4n 000 - -, —Cl --- r4 C4 C4 C4 C4 C4 v1*__ tJIPv Cd -44 H cL4:; (o('x2-3Y ) 4• '2fIO ( I-I-,-w Maw Ma Ma Ma XIX an an in 00 'no —Cl 944 C4 C4 C4 CIC'ICI - ..- - L,*ct - r LIw:r ,fri1i "140 (/&J O"4 4 Alt 'hç cv 3ç 9 = 11 vI to =2, V17 U vt 41 s-cl = ci 410. VPVf 4 u€ Li\ 4- ~ ,o = qii, 7i_, 43 Y1IO L 4c1 - 64 77 4go 31 4 44~ no A.z 113 V14-Jv 4-lO i( W7 BASE SHEAR TOP PLATE SHEAR PANEL SCHEDULE BOTTOM SILL USE APPLICATION TO I D (Per 1994 UBC Table 23/K 1 and Table 23 IF) JO/ST RAFTER OR 000 518-0 A. B. 16d@ BLOCK PANEL DESCRIPTION SPACING @ SUB FLOOR tt CONCRETE A35F A35 3/8 STRUCTURAL I PLYWOOD WITH 8d COMMONS 4'O C 36 0 C 2 8 0 C 16 0 C 12 O.C. EDGES 12 0 C FIELD 3/8 STRUCTURAL I PLYWOOD WITH 8d COMMONS 3 D.C.. 28 D.C. 3 8 0.C. 12' 0.C. 8 D.C. 2 ' EDGES 12 0.C: FIELD 1/2 STRUCTURAL I PLYWOOD WITH 1 O COMMONS 2 0 C EDGES 12 D.C. FIELD USE 3x BOTTOM SILL AND STAGGER 207 D.C. 6 0.C. 6 D.C. 3 NAILING © DBL.2x TOP PLATES USE MINIMUM 3x STUDS © PANEL JOINTS 7/8 STUCCO 0/PAPER BACKED WIRE LATH WITH 16 GAUGE - L\ STAPLES 6 D.C., TOP '& BOTTOM PLATES AND FIELD OF 60 0.C., 8 0.C. 32 D.C. 32 0 C SHEARWALL WHERE PLYWOOD IS APPLIED TO BOTH SIDES OF WALL MAX SPACING. SHOWN TO BE CUT IN HALF. WHERE PLYWOOD IS APPLIED TO BOTH SIDES OF WALL AND * NAILING IS LESS THAN 6 O.C., USE MIN. 3x BOTTOM SILL AND ANCHOR BOLTS TO BE MAX 12 3x STUDS AT PANEL JOINTS NAILS © DLB 2x TOP PLATES TO FROM ENDS OF SHEAR PANEL SILL BE STAGGERED AND SPACED MAX SPACING AS SHOWN ABOVE USE 5/8 0 x 10 A.B. EMBEDDED 7 INTO CONCRETE WITH MIN 2 EDGE DISTANCE S t * . . S •- -- 4 S • - •.- - 1 - - ------ H 4... ç... POSTS AND HARD WARE LEGEND 4 x 4" DF No 2 POST W/ ST6236 DN TO BELOW 4 x 4" DF POST WI HD5A 4 x 4" DF POST W/ MST48 VERTICAL 4x4"DF POST HD6A 8" x 6"x 3/8" A36 RECTANGULAR STEEL COLUMN FULL HEIGHT ) 6x4"DF POST W/HD1OA 4.x-4" DF'POST HD8A 4 x 6" DF POST W/ HD5A 4 x 6" DF POST S16236 VERTICAL DBL2XSTUDS 4x POST c PANEL JOINT 4 x 4" DF POST VERTICAL MST60 -1 E.R.T.0 TRUSS CERTIFIED INSPECTION ICBO AA-513 ® IN STRICT ACCORDANCE WITH UBC 25-17 PREFABRICATED /Warning. (Post at Job Site) Failure to follow these Instructions may result in serious Injury, loss of life, or property damage. HR.,. COOIIOIIY OURS VU000I 07* CN$950 0701.010407.0000,01.2 ShOE 0141100.107002*04,0 040r7004 HO 00040,011*7, II 442019040U504004 RGu4r7 004 m.Ily Alas may A40WR.ID SINUIDUOIII000As 00407000070.0049.050 IF IGNORED. TSR CONSEQUENCES MAY 01000.747* COLLAtOR OF THE STRUCTURE. WHICH AT NEST IS A SUBSTANTIAL LOSS OF TIME AND MATERIALS. AND WIrIER AT WORST COULD RESULT IS A LOSS OF LIFE. TOO MAJOWTY OF TORSO ACCIDENTS OCCUR DURING TRUSS SYSTEM INSTALLATIONAND NOT USA 005000077 IMPROPER 00010$ ON FUORICATIOS. UNLOADING AVOID LATERAL BENDING NEVER HANDLE TRUSSES FLAT 6.90.0119*4777705470041790407410 070040707001440774104 NI 00I1DI70RUfl. 100400207000000 RRU LATERAL OUTdOING 01774 000559 40ofl 0070005010441074 1041O•I 0017595. ALL TRUSSES SHOULD NO P04010 UP NV TSR TOP CHORDS IN AVEOTIC*LP051YOD ONLY PI0U•ISO4R01S07S104RRV1w0O0UDIIR*O0*4R0Rl4SYETdsRI9*1vNL1dD#05OtTItnAR500R*0NdN• REIN 00140451*7441 000*0. U*17.07011,0E 707707070. 00 TOOT 04A 1040005 UTAh 0400411001b15077*OIVR JOB SITE STORAGE A& -0 NO NOT STOOD -FACED NUNDLOS UPRIGHT DO NOT UT000 RN WOlVES GROUND SH AS OULOAT-UN UFI1NG TRUSSES AVOID LATERAL SENDING MAXIMUM LATERAL BENDING ALL TRUSSES WHICH ARE ERECTED ONE AT A TiME SHALL BEHELD SAFELY IN PODS. TOONWITHTPIE ERECTION EUUIPMENTUNTILSSCRTIMOASALLNCCCOSARVRRACISS HAS NOON INSTALLED. At- AAV/V / )-_•,-00.T_ I----I UTASSPR904W.RSHOINUR OIA O.I00RW.000 . IF ______ . . . . . . . . ..... ..... . . . . . LAJ ILV4 LJq1i ERECTION BRACING OTNPEHECON000004OSRIRIRI5Oi,041*E59O.559D.OGRD7NAWO00IR*1077. - .0057.0004O.101. 790 0001 004*005 0090 045470 SRPIIIIO 400012 11070 50010(5. 07.0079. *005. 100009 0400 00000 A 010.0.0. 00701 0.0 . 40000070 0010070 90017* NAILS IN WTT0100AWAL DO OCT WALA ON DO NOT WASH Rid TRUSSOS M0..INAR.005 00010050000 WODR.SCEOTNUSSRS OR SASLI ENDS 500000 FLAT 0000 RONIINW 10000005 40000595 000070.547001004AN5 0.005 00000*51040007 BEGINNING THE ERECTION PROCESS (END WALL BRACING) 000700 T1.0 04 0007*1000.. 5*20005504. 050.950.RSl0.107744009.AII.. GROUND N0000.00PE010N GROUND NROCR.OSETDSR 004 .7.N*00507D.DR0000NN. .100400, OVRR .(.240.47100000 0.0.000*00000401*00000704*417751.0*0fl PR.40R00000IOSNOIP504100ND0400 .10007IAP07*4000fl0fl0flRfl &R*45190050000102500000.GRHO 00050 URIR000OU0. 0pRCN*0l 0000CU0005,0000040C00A 02*000010 0005 la4 *040.11*057700SS 070.00 .70N.00000•040007050.0ON0200.D.5a, SR0ND.OPR1* ---.0- ERECTION TOLERANCE TT fill E700000AI00000001000.C..IR0704S000,RAPRHRU HIC100C00007USII(F000nVEER,CAO 710000 0.210.5* 10*710 0111. 004l0O02 5411.400P.*0*O04S050.I7*N000l 01041011 105.5 ORRR*5. 07.0400 10000.50010,00140 OR 07041*70NiTAOVSR.000451000000.0. E40570I40RU4R1*S 204* 4044*70 4041 000007 0045 BRACING REQUIREMENTS FOR 3 PLANES OF ROOF .00000.0UR007001007PORESAP.OR7001 *01S50lO*.R*1000070071000. / '000*4OUHO:004RA*20*. 0101.U07O77RUI*Tw00TSA50041RWo1 DO NOVUSR SIIORTRL000000 t4N0000500SIONIU . BRACE FROM I500VIOUALT11USSES BRACING REQUIREMENTS USING ThE BAIRD PNINC7PU.ESAPHS.Y70 FLAT ROOF SYSTEMS STACKING MATERIALS RD NCTPNOCEOD WTTTN 00110005 COMPLETION URiS. ALL SPACING D1 SECURELY *010 PROPROIX IN P5.0100 RIVER STACK MATNRIAUSON RNSRACEDORIN000EOUATOLOO DR.RCEDTOUSSOS NEVER STACK MATERIALS ROAR PEAS g 1000RIS ..Q,N5URO004I01*00005 NEVER STACR MAT001ALS ON C00001I.SVEHOD TRUSSES . II .OUl 171I ,AS NEVER OVERLOAD SMALL GROUPS ON WHOLE TRUSSES. POSITION I.OAO OVER AS MANY TRUSSES AS POSSIBLE CORRECTION OF ERRORS E4G1 51 5.500,5 RAt 1,000 0040,0071 .S70N 0! 00101 RID00OI100S. 00047*12 SIlO 55 -.Y 770*20000. I 1R 0590. SIS0007 oN 0100.1059004. COCENHOTAIN 7410 l.a. TIaRA looT.. Isoflo 07 VOTSUUOOI,01 091771400 5*0 00150151W il40 0! CR1740 0000047.700 5700 BlURS 01770 0400. NB I17 40774000. 00700411000 07011 IT4N$IN RI. CUSPS 014149 0170100000 NI OPT EU.. 4041000471007707*0000. Dan- -1 900770 El. .00147.11 RN FR 070 I70PsJ000fl? .770017000.104705100410-N- no- C-' 4100145 IVy 7155 11,570411, CI FI As-, nO.101000010.000051*459 A 50047 0.5105100. 0774 000500. PDNTSRRS. TEMPORARY ERECTION BRACING iT.. 7,0111010. .00 01005071115 OUIIIV000 Illu, 0105 700*4 ofl T.11p01.ry E9000IOR ETIRITS ITO ROYRF ISCAIOT1110011000 ID 000115 177.1 tEl 005705 C4n0lIlJCl04 I000ITCAII Dm0107.0 SIN DM1 11001 SAd 1000 77050 1411.1170 SAFELY IT p050.11500171010044515041*7. OTIOSR I.CAVI..TOSIIROS 70? SIlting 0000 01.00.5 RNIOIIDI. 77040 7,0 CRIIICIINDODNAR400 NI 1001715 7.0,11.0? P.I.000TSIA 171$ .000 VIII IV0UI. IIT.b.AmUOLOA. INIElEDIA,. NIIN000T515AIII*SiIDNSOSISRNIISRflID500fr as, 51IOSIAITISURS AIR 000IIIItOOUIIOIIS 0S4.PDT. SUIIOSUb .I.CtIOI, 49fllV5AtUl. flUI. 111* WOOd 01110. CAATOII OTAW.,IA. S001NSIIT0700IAIV7ODPTI000T$INAI7Vl005000.Oi1Il4lUfrN0IE5055.RN4IjCIIINI.07bU0110iN4I7R W104IIERIODIIUPI *40 Ill0000IhNn 0041017.004011404001001(5 4.515V.IW SN 11507lONI001iIIEtNIt PERMANENT TRUSS BRACING 77574.7.10 7700079 IN, P7. INNS. 00000051771*70 EINfl000IOOAIT& PR 000070 0*59.11 010 STOW 0• tRSNIOFSOORD70ISTIA,50A00. P51,1107.01 ONWA7O ION S0500IA 17•7040 NI. lIao 07100705 7. 1*0*041 FIb 0110000577700*7790.1!0021040 OR 0*510000 0? 004 OAWSI RI 1110*1 000440,051 7710 0110115 AIDRS*4OUPIF005IDS.TH.1041004100020A003050040047500701,071.o.T,.Nw775o.c,,q.N.oD.4 OTF05001794559101, RRR.Rl* 7711 005054 lIE 004 041.010142 .001010.1017 FIt 77550570000 IN000001 RIIiIT901VE.TsoOoob*0010g. SPECIAL DESIGN REQUIREMENTS OQIAA 050157 1MPJfllII0.VI. 01.01 II *1.00 77.0775. PNT.1 00715. 5007*0 01. 0001000070.VRIIDNIII.0 040?A000ITAf000IIPSSOIIORISVROROHIU,0O.00PnRISTN40SIOW070ISOSIRDIOI0150yt,ISASU70 040957. Cl Slot 0.7500. 51.5. 100000, 040 I7b470000000I00$ lAO 0.0041* ROOTs 0* 70.0105150141 4'44N. 70.0.0 Ch"D. 116061) In recognition of the inherent safety of a properly braced roof system, the apparent lack of knowledge of how, when, and where to install the bracing, and in the interest of public safety, the Truss Plate Institute, Inc., in consultation with its Component Mnafacsurers Council. membership, has undertaken the preparation of these recom. meridations. Substantial concentrated study and deliberative review'y the TPt Technical Advisory Committee (comprising a membership o the chief structural engineers of member plate manufacturing companIes, repre' aentatives of the academic community, and independent 1consulting engineers) have been devoted to this effort. Consultation th the TPf Component Manufacturers Council has resulted in bringjng practical field handling and erection problems into a sharper focus/ Inclusion of the tentative recommendations for on-site handling/and erection procedures is one direct result of the consultations. It is planned to study further and enlarge upon these tentative recomrtdndatioes. I While the recommendations for bracing contained, herein are technically sound, it is not intended that they be considered the only method for bracing a roof system. Neither should these recommenda- tions be interpreted as superior to or a standard that would necessarily be preferred in lieu of an architect's or engineer's design for bracing for aperticular roof system. These recommendations for bracing wood trusses originate from the collective experience of leading technical personnel in the wood trials industry, but must, due to the nature of responsibilities involved, be presented only as a guide for the use of a qualified building designer, builder, or erection contractor. Thus, the Truss Plate Institute expressly disclaims any responsibility for damages arising from the use, applica- tion, or reliance on the recommendations and information contained herein by building designers or by erection contractors. Figure 1(a) cx,nprnunxmsu, 5.iors and aft., 5Ctfii'a. Cxntirn,x,n i.i.ai sraciflg m.ini.i,,, owi% hut BRACING WOOD TRUSSES: COMMENTARY. AND RECOMMENDATIONS (D TRUSS PLATE INSTITUTE, INC., 1976 a15..0 TRUSS TI IUSPECTION ICBO AA-513 a ® IN STRICT ACCORDANCE WITH UBC 25-17 PREFABRICATED The design of wood trusses in accordance with TPt design criteria Waime,: I. Trust members are initially straight, uniform in am,s section, and uniform in design properties. Trusses are plane structural components, installed vertically, braced to prevent !ateral.mo,iereent. and parallel to each other at the design spacing.' Trust member, are pinned at joints for determination of axial forces only. Them is continuity of chord members at joints for determine- lion of moment stresses. Lateral bracing, as may be required by design to reduce buckling S. Compression members are laterally restrained at specific lace. length of individual truss members, is a part of the wood truss design lions or internals. ' and is the only bracing that will be specified on the truss design drawings. Lateral bracing is to be supplied in, the size specified and 6. Superimposed dead or live loads act vertically, wind loads are installed at the location specified on the truss design drawings by the applied normal to the plane of the top chord, and concentrated builder or erection contractor. The building designer or inspector must loads are applied at a point. ascertain that the specified lateral bracing is properly installed and that 7. In addition to the lateral bracing specified by the truss designer, this bracing is sufficiently anchored or restrained by diagonal bracing to the building designer will specify sufficient bracing at right prevent its movement. . angles to she plane of the truss to hold every truss member in Special design requirements, such as wind bracing, portal bracing, the position assumed for isle design. seismic bracing, diaphragms, shear walls, or other load transfer elements a. The building designer (not the trust designer) will specify and their connections to the wood trusses must be considered sufficient bracing and connections to withstand lateral loading - separately by the building designer. He shall determine size, location, of the entire structure, - and method of connections for diagonal bracing as needed to resist these forces. Diagonal or cross bracing is recommended in the plane The theory of bracing is to apply sufficient support at right angles formed by the top chords, in the pluneformed by the bottom chords to the pfane.of the trust to held every truss meeter in the position and perpendicular to the truss web members, as needed for the overall assumed for it in design. This theory maul be applied at three stages. stability of the entire structure. Truss bracing and connection details should be shown on the building designer's framing plan as pn of the STAGE ONE: During Building Design and Trust Design individual truss design drawings. Bracing materials are not usually furnished as part of members are checked for buckling, and lateral bracing is specified an the wood truss package, and should be provided by the builder or required for each Oust member. The building designer must specify erection contractor. . how this lateral bracing is to be anchored or restrained to prevent lateral movement should all truss members, so braced, and to buckle The builder or erection contractor is responsible for proper wood - truss handling and for proper temporary bracing. He must assure that together as shown in Figure 1(b). This may be accongslishad by: the wood trusses are not structurally damaged during erection and that " i. Co solid end walls (Figure 1(c)). they are maintained in alignment before, during, and after initallasion. .' ' ' , Temporary or erection bracing may follow, but not necessarily be '. i :, 2. Diagonal bmcng in she plane of web members (Figure 1(d)). limited to, the building designer's framing plan. It is recommended that 3. Other means as determined by the building designer. erection bracing be applied as each truss is placed in position. - ' Figure 21111111 - . i 5 Fistssbsweteia vowa en _______________ .s .1 cx its If End d,asnaia. owed he Fi re 1-1 , Figure 1(d): . _ Figure 2b) However carefully wood trusses are designed and fabricated, all this is at stake in the final erection and bracing of a roof or floor system. It is at this critical stage of construction that many of the really significant design assumptions are either fulfilled or ignored. If ignored, the consequences may result in a collapse of the structure, which at INTRODUCTION bent is substantial lass of time and materials, and which at worst could result in a loss of life. The (ruts Plate Institute "Design Specifications for Light Metal Plate Connected Wood Trusses" ire recommended for the design of individual wood trusses as structural components only. 'STAGE TWO: Durin Truss Erection the builder or erection contractor It is recommended that diagonal bracing (minimum 2-inch thick eqte i 'must take adua precautions to assure that the wood trusses are not nominal lumber) be installed at approximately a 45 degree angle to the ' structurally damaged. Proper rigging, including the use of spreader bars lateral brace. Diagonal bracing should on attached to the opposite side , and multiple piCk.up points, where required, is necessary to prevent of the some member requiring lateral bracing. . . damage during haridling: tentative 'recommendations are presented in I ' - the Appendix hereto. This bracing may be continuous or intermittent at the building' 1 ' '. ' .". ''u'.' . designer's option: however, it is recommended that intermittent spacing , i Al is most important to brace:the first truss at the end of the not exceed 20 feet, or twice the horizontal run of the diagonal bracing I , ' ' building ,securely. All other 'trusses are tied to the first truss, thus the The ground braces should be located directly in line with all rows of I •. . recommqdnd,.thae co'ntinuous lateral bracing be installed within 6 top chord continuous lateral bracing. Otherwise, the top chord of the .. , - inches of, the ridge line or center line and at approximately 8 feet to 10 however slight, puts a tremendous strain on all connections of the - ' , flat trusses, and the eves. For double member trusses this spacing first truss can bend sideways and allow the trusses to shift. This stilt. . f net intervals between the ridge line of sloped trusses or center line of bracing system, in, the weight of the trusses would then be added to between laterals may be increased to 12 feet to 14 feet. Diagonals, any wind force or construction load such as bundles 01 plywood or roof .. located between the lateral bracing and set at approximately 45 degree -.5< shingles tending to tip the trusses over. . , angles, lorm the triangles required for stability in the plane of the top chord. NOTE: Long spans or heavy loads may require closer spacing All nailing of bracing should be done so that if the trusses should between lateral bracing and closer intervals between diagonals. tend to buckle or tip, the nails will be loaded laterally,; not in , Withdrawal. . . . ' , Figure 31a1 illustrates temporary bracing in the plane of the top chord for for gable trusses. brace the first truss. These scabs can break off or pull out, thus allowing ç"a ' II possible, the continuous lateral bracing for the tap chord should ,_,,,,,. It is not recommended to nail scabs to,the end of-the building to I ' a total collapse.- . be placed on the underside 01 the sop chord so that it will not have to ,' be removed as the plywood decking is applied. The trussed are then held.. As trusses are set in place, the builder or erection contractor mast securely even during the decking process. apply sufficient temporary bracing to hold the trusses plumb, 'in.' . alignment and in a safe condition until the permanent bracing, decking,' . It is equally important for she builder or erection contractor to ,. .a- ,a dimension lumber and and/o ,, r sheathing can be installed. Temporary bracing should be not less . install bracing in the plane at the top cnord for flat roof or floor be M i,.w. xc nrxne,ral r trusses. The use of a Similar bracing pattern is recommended for all flat bracing system depends to a great extent on how wall she first truss is braced. One satisfactory method is for the first trust top chord to be braced to a stake driven into the ground and securely anchored. The ground brace itself should be supported as shown in Figure 2 or it is apt to buckle. Additional ground braces, in the opposite direction, inside the building are also recommended. 'wait handling. Of srusses. Particular attention is directed to bracing at the end of flat Figure 3(b) - trusses is not recommended, unless used temporarily in preparation for ' trusses as Shown in Figure 31b1. immediate installation of longer continuous bracing 18-feet minimum . . installed at the same locations specified on the architectural plan for lengthl. Temporary bracing lumber should be nailed with two double 2. Web Member Plane, It is also necessary to install temporary permanent bracing, and may become part of the permanent bracing. It headed 16d nails at every intersection with the braced member. , bracing in the plane 01 the web members. This bracing is usually ' is recommended that diagonal bracing be added at each web member Pre'a,sennbly of groups of oaewt, on the ground, into structurally braced units which are then lifted into place an assemblies is an acceptable alternate to the one-at-a-time method. Exact spacing betwee trusses should be maintainndIts, brácingis' installed to avoid the hazardous practice of removing bracihg.to adjust.. ' - spacing as sheathing is applied. This act of "adjusting spacing' cane . cause trusses to topple if a key connection is removed at the wrong' time, . . 3. Bottom Chord Plane, In order to hold proper spacing on the bottom chord, teisnporary bracing is racmmended in the plane of the bottom chord. Continuous lateral bracing as no greater than 8 feet to 10 feet on centers along she trust lxngth'is recommended full length of the building, nailed to the top of the bottom chord. Diagonal bracing Truss bracing must ts be npplied'to three plan of reference' irsithe, roof system to insure stability: 1. Top chord (sheathing) plane,' 2. "b member plane or vertical plane perpendicular to trusses, and 3. bottom, chord (ceiling) plane. I. Top Chord Plane. Most important to the builder or-emotion contractor is bracing in the plane of the top chord. Trust top chords are susceptible to lateral buckling before they are braced or sheathed. It is Figure 31.1 requiring continuous lateral bracing. If none is specified, it is recommended that it be placed at no greater than 16 feet intervals wenss I it w a. I along the truss length for roof trusses and 8 feet intervals for floor trusses Lac.i.d u.n.. n ,nehn Of ,id5 ii"., '' : It is got, generally necessary for diagonal bracing to run continu- ously for the full length of the building basil is recommended that the - spacing between sets of diagonal bracing not exceed 20 feet, or twice the horizontal run of the diagonal bracing. Rows of 2x6 strong-backs may also be used to brace floor trusses where diagonal bracing is impractical. Figure 4(a) illustrates diagonal bracing in the plane of the Web members: Figure 4(b) illustrate, the lateral movement that may occur if 'lateral bracing is used without diagonal bracing. N diflOxd S.xiflu.nlsein ClMb ,,InnSO. te.c. 171..r,xlt 50.13.05 Sex.: 81.0u..or.. bxiidSlu Figat*4)a) I-lI--h-lI-lI- liiiuiiuiiuiiaiii I. a. s.5.1111 tessellate "asses" assess' I PON I R1IR1I1IR11 I-I-I-I-I-u- - Au tee 05003. 000510 - ,08.lh.lilftm. onod3uOn 5,001,. Figure 4(b) between laterals placed at approximately 45 degrees is recommended for stability of the bottom chord. Diagonal bracing in the plane of the bottom chord is generally not required throughout the length of the building. but it is recommended that it be located at least at each end of the building. In most cases, temporary bracing in the plane of the bottom chord is installed at the locations specified on the architectural plan for permanent bracing, and is. therefore, left in placeas permanent bracing. Figure 5 illustrates bracing in 11e plane of the bottom chord. . Full bundles of plywood should not be placed on trusses. This construction toad should be limited to sheets of plywood on any pair of trusses and should be located adjacent to the supports. No excess concentration of any construction materials (such as gravel or shingles) O..gxedl 101,0 b,.0d 51 , .eroon,alAn 2010.1.001,005: 1-1 .1 boll, .. .0.1.18 .0,010.0 10.31.30100 ,,0005wd 00110011 onwa Of lxx.. Figure S should be placed on the trusses in any one area; they should be spread Out evenly over a large area so as to avoid overloading any one truss. All mechanical equipment should be located only on the trusses specifically designed to support it. It should not be dropped or even set temporarily in any other area unless the trusses are adequately shored. All floor trusses should be adequately shored if pellets of masonry materials are to be stored temporarily until the neat higher walls are finished. STAGE THREE: Permanent Bracing is designed and specified by the architect or engineer for the structural safety of the building. It is the responsibility of the building designer to indicate size, location, and attachments for all permanent bracing as required by design analysis. In general, it is desirable to design and locate all bracing to that it may work together with other structural parts of the building (such as shear walls, portal frames, bearing walls, columns, beams, etc.) to achieve total structural integrity. Figure 6(u) Permanent bracing must provide sufficient support at right angles to the plane of the truss to hold every truss member in the position assumed for it in design. In addition, permanent bracing mast be designed to resist lateral forces imposed on the completed building by wind or seismic forces. Permanent bracing may be subdivided into three logical compo- nentg: 1. Top Chord Plane. This bracing is designed to resist lateral movement of the top chord. If plywood floor or roof sheathing if properly applied with staggered joints and adequate nailing, a continu- ous diaphragm action is developed and additional bracing in the plane is generally not required. Some metal roofing materials may be depended upon to act as a diaphragm when properly lapped and nailed. Selection and use of tlsete materials is at the discretion of the building designer. ut,I----IIhi 12 boxM, non 51.1.3 Sr. 015w.1 31 50111 .nat and., .ee.n.,n,.ian 20.0, ,nlrnhl. Owu0n105(lnl5 001.3 IO0'dll .id.01,50chn.d Toe ernst, Pxai1Us0lii Figure 6(b) II parlins are used, spaced not to exceed the buckling length of the top chord, and adequately attached to the top chord, it is recom- mended that diagonal bracing be applied to the underside of the top chord to prevent lateral shifting of the parlins. Figure 61a1 illustrates the necessity for applying diagonal bracing in the plane of the top chord despite the use of closely spaced purlins. It is recommended that this diagonal bracing, as shown in Figure 61b1, be installed on both sides of the ridge line in all end bays. If the building exceeds 60 feet in length, this bracing should be repeated at intervals no greater than 20 feet. 2. Web Member Plane. The purpose of this bracing is to hold the trusses in a vertical position and to maintain the design spacing. In addition, this lateral bracing may be required to shorten the buckling length of a web member. As described earlier in the discussion of building design and truss design )STAGE ONE), diagonal bracing or end anchorage is essential to stabilize the lateral bracing. Diagonal bracing in the plane of the web members is also used to distribute unequal loading to adjacent trusses and to spread lateral forces to diaphragms or shear walls. Spacing of rows of diagonal bracing in the plane of the webs is a matter of judgment to be made h.p the building designer, and will depend upon the truss span, truss configura- tion, type of building, and the loading. Generally, for roof trusses, the spacing ranges from 12 feet to 16 feet depending upon no. it relates to the bracing in the plane of the top chord. For floor, trusses the cross bracing should be approximately 8 feet on centers. Lateral 2o6 strong-backs may also be used for some floor systems. Figure 1 and Figure 4 illustrate bracing in the plane of the webs. 3. Bottom Chord Plane. This bracing is required to maintain'the truss design spacing and to provide lateral support to the bottom chord to resist buckling forces in the event of reversal of stress due to wind uplift or unequal roof or floor loadings. For multiple bearing trusses or cantilever conditions, portions of the bottom chord become compression members and should be braced laterally to resist buckling in the same manner as the top chord of simple span trusses. Bracing in the plane of the bottom chord is also designed to transfer lateral forces due to wind or seismic loads into side walls, shear walls or other resisting structural elements. Diagonals between continuous lateral bracing serve to stabilize the bottom chord. It is recommended that one complete bay of diagonal bracing be installed at each end of any building, and additional such bays be located at specified intervals not to exceed 20 feet. Figure 5 illustrates the use of bracing in the plane of the bottom chord. These recommendations for bracing wood trusses have been derived from the collective experience of leading technical personnel in the wood truss industry but mast, due to the nature of responsibilities involoed, be presented only as a guide for the use of a qualified building designer, builder, or erection contractor. APPENDIX It is intended that this appendix contain only tentative recom. mendations that may be used as a guide for onstite handling and erection until a more complete statement can be prepared. There may be some instances in which additional precautions will be necessary. UNLOADING. If possible, trusses shall be unloaded on relatively, smooth ground. They shall, not be unloaded on' rough, lerrain"that. would cause undue lateral strain that might result in distortion of truss joints. Dumping of trusses is an acceptable practice provided that the trusses are not damaged or excessively stressed in the act of dumping. The builder shall provide protection, from damage that may be caused by on-site construction activity. STORAGE. Care shall be taken so as not to allow excessive bending of trusses or to allow tipping or toppling while the trusses are banded or when the banding is removed. If trusses fabricated with fire retardant treated wood mast be stored prior to erection, they should be stored in a vertical position to prevent water containing chemicals leached from the wood from standing on the plates. A further precaution may be taken by providing a cover for the trusses that will prevent moisture from coming in direct contact with the trusses and which can be ventilated to prevent condensation. ERECTING TRUSSES. The truss erector or builder shall take the necessary precautions to insure that handling and erection procedures do not reduce the load-carrying capacity of the truss. Trusses shall be installed plumb, at specified spacing and in-plane (i.e.. trusses will be properly aligned). 15 1.51.0. For lifting trusses with spans in excess of 60 feet, it is recom. mended that a strong.back be used as illustrated in Figure A(3). The Figure A(2) strong-back should be attached to the top chord and web members at intervals of approximately 10 feet. Further, the strong-backs should be For truss spans between 30 feet and 60 feet a suggested lilting at or above the mid-height of the truss so as to prevent overturning. The procedure is shown in Figure Al2l It should be noted that the lines strong-back can be of any material with sufficient strength to safely from the ends of the spreader bar "toe-in." If these fines should carry the weight of the truss and sufficient rigidity to adequately resist "toe-out." they will tend to cause buckling of the truss. bending of the tram. 111 Figure All) A suggested piocuelarn for lilting IrusseS is illustrated in Figure All) I the truss span does not exceed 30 feet. 16 f.ROOP TRUSS L ' . U LUMBER SPECIFICATIONS:, TECHHOLOOV 430 S. VIAVERA FOR 2X4 BUILDS GEMR SAN MARCOS, CA 92069- 2X4 #2 'DF—L CHORDS (619)744-4040 • (800)387-8787 • FAX(619)744-8510 OFT STUD 2X4 STD. DF—L STUDS ' SAME SIZE AND GRADE AS TOP CHORD 'MlH 16d NAILS AT I2 O.C. ' U C-4X4.3 4 0 ADD ON SPLICE TO OCCUR A AT PANEL POINTS WITH CLUSTERS 2-16d NAILS Th C.I1ST.O. TflU6S o ERTIFIED INSPECTION ICBOA513 .• IN STRICT ACCORDANCE WITH UBC 25-17 PREFABRICATED 2X4 BLK W/3-16d EACH END ° FIR AT '• 4-16d' , C-5X6 sass. GABLE END FRAME OTOOKERS PER DETAIL JI(IU/4~ MAX. OVERSIZE CUT) 16d AT 24 O.C. C—IX2.6 ONE SIDE AND (2) 14 CA 2 STAPLES ON OTHER SIDE MINIMUM GRADE CHORDS - AND STUDS 2X4 CONTINUOUS BACKING WITH 16d NAILS AT 24 .o.c. TO WALL PLATE BALLOON FRAME BEARING WALL. TO SCISSOR BOTTOM CHORD:: C-3X6 MIN. OR USE SAME SIZE AS ON TRUSS, MIM IA SECTION A. "YO CD .•. . . BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY No. 9017 m S OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE . *EXR o-i-a ARE SUGGESTIONS UTILIZED WTH OUT . . . . . ONLY AND ARE NOT INTENDED TO BE ell THE BUILDING ENGINEERS APPROVAL .1 EUS Of C FILE NO.: SC GABLE END WA$INQSI General Notes unless otherwise noted .............................. sed all General Not.ssrsdW.mingab.foruconstructtsnof trusses. . 1. Qesign to support loads as shown. . . .. S. Builder and •rullon contractor Should be advised at all General Z. a and construction commences . uesionssurn.tlre to and boflos'n thods to be laterally braced at 3 .0 .. 0' .• -, 9n at 12 o.c. resptively .. .c. DATE 5/10/91 Vec 4 3 N t Warnings before 1:3 Compr.satn wsb brsctng must b. installed whir, shown + ' , ...... •. ,. .. . act /fld$90 + + REF.: 25-15. DES. BY: 5K All lateral force resisting elements such to temporary and permanent5 bracing. must be designed and provided by designer of complete structure. Computrus assumes no responsibility for such bracing. 6. Design assumes trusses ore to be used in a noncorrosive ensironmefit. are for "dry conclition" f use g°t an 'suppods $PlOWfl. Shim or wedge if GumpuTrus Inc. ',O'7 1 SEQ L.) I U I .1 No toad should be applied to any component until after all bracing and lastanara are complete, and at no ttm should any loads greater than 8' ecesa:y. o.' ala drama a is ovided . • eg re,cat on both laea OP'Lrusa. and ptaced so their center .ISANUFACTURIHO• INQINefRHO cOuNTta orsttus design loads be applied to any component. , Compulsu, has no control oser and assumes no responsibility lot th. 9 fabrication, handling, installation • ceinade withjointcen)e,lisres 0S. gits indicate size Cl pialç in ~na Plate. Indicated by the 0 • 0 ahlpm.nt and at components. 10. . 7. This design Is furnished subject to the limitations on truss designs sat !basiC 43sifl values o fIb putrus prefix see l..o.QN A.R. 4211 , indicated the= 'CN' the 00 • forth by Iii. Truss Plate Institute ln8rsctnq Wood Truas.s, DWT•Th". a copy of which will be furnished by Computrus upon request. 11. ) *C indicates In! ga. material is used. All ars are 26 90. ' 0 • 0 LOAD CREASE US CE]nMpuTr us.' Inc. NG DURATION ' ORD - 30 PSF DL ON 0, Manufacturing • Engineering • Computer Systems' . - TOTAL LOAD = 40 PSF • 5 PSF REDUCTION TAKEN ON BOTTOM CHORD AXIAL STRESSES ONLY REACTION = 840 MAXIMUM TRUSS MEMBER FORCES T1 -1534 B1 1416 W1 -494 - . T2= -1060 W2= 528 PEAK .• B H . .. . (24) C-44.3 to 24'-O 4.0 . .1.5- (2x4) C-3x4.3 to 24'(r 3.0 1.5 . . ALTERNATE SPLICE (T2) B . (2x6) C-4x4.3 to 24'-O SPLICE 0 (4) C-2.5x4.3 - -to 24'-O C-56.1 to 24'4 1,5, 12 : (4) C-4x4.3 to 24-(r.t5 H ZZ'5 NO SPLICE C-1.5x2,6 to 24'-O 2. .. jMATCHtC. 0 12 -114 NO SPLICE . ALTERNATE SPLICE (61) C-2 5x6.0 to 244 . . . C-2,5x4.3 . to 244 SPLICE ' . .,..- .. C-54.0 to 24'4 SYMMETRICAL ABOUT CENTERLINE . FILE NO: TRU42 - 24-5 -40 'DATE: 01/01/96 . REF: 25-1 - DES: SC SEQ: S250016 UBC-94 - - . - WEB MEMBERS - 2x4 STANDARD OR STUD GRADE HEM - FIR, OR AS NOTED ON DESIGN WARNINGS: I Read at General Notes and Warnings before corratnidJon of 2 BuIlder and emotion contractor should be advised of at Genemi Notes and Warnings before ounatnatlon commences. 3 1,0 compression web loosIng foOt be installed where shown., 4 All lateral tome resisting elements such as temporary and perrnanerrt bradnQ, roust be designed and pmnided by designer of complete St!uiture. CompuTrus assumes no responsllollty, for such bruthrg, 5 No load should be applied teeny component writ after at bracing and fasteners are complete, and at no time should any loads greater than design loads be applied to any component, ft CompuTrus has no control oner and assumes no responsibility for the fabrIcatIon, handbog. Shipment and installation of conipo- 7 This design Is famIshed subject to the limtatlons on buss designs set forth by the Truss Plate Institute in Bmdng Wood GENERAL NOTES. unless otherwIse noted: I Design to support Iowan as shown, 2 Design assumes the top and bottom Shards lobe laterally boned at 2--r O.C. and at 124 o.c, respectively. 3 2x4 Impact bridging or lateral loosIng recommended where shown.. 4 Installation of truss in the resporralbuty of the respective con. trader. 5 Design assumes biases are lobe used ha non'corrosp.e envbunment. and ass for dry condllJorf at use. ft Design assumes lug bearing at all supports shown. Slrbn or wedge If necessary. 7 Design assumes adequate drainage Is piodiled. O Plates shag be located on both faces of truss, and placed so - their center lies cchrclda with joint center toes. 9 Digits indicate the of plate in indies. 10 For basic design values of the CompuTrus Plato. indicated by the prefix "(7. see 1.0.8.0. R.R. 4211 11 The CompuTrus Net Section Plate Is indicated by the prefix Ctf, the designator (10) indicated tftga. material Is used. All others are 20 go. * OFF PANEL SPLICE NOTE - Off panel point splices are located at 115 - the panel length ± 6 at either end of the panel Indicated, except end panels. 114 - - 2,5x43 : 18,4r - - SPAN TO24'.O . - 'No. 29017 EXP. 3-31 OF CAI —99 EN FOR THE SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED tonoro Sie 2400F 2100F 1950F 1800F 1650F 1450F SS DF #1&B DF #1 DF' #2, DF SS HF #1&B HF #1 HF #2 HF 2x6 . . - ' 24-0 , ' - ' - . . - 24'-O - 24'-0 Top Chord 2X4 S. - - , - 24'-0 - . . .. 24-0 , 24-0 Bottom Chord .... -- 24'-0 . '-a - 24'-0 24'-0 23'-9 LOAD DURATION INCREASE 11.25 SPACED 24 O.C. LOADING F(2x6) rnpuus.InL DL ON BOTTON CHORD = 10 PSF* acturing • Engineering • Computer Systems TOTAl.LOAD = 40 PSF 5 PSF REDUCTION TAKEN ON BOTTOM CHORD AlUAL STRESSES ONLY REACTION a 1283 MAXIMUM TRUSS MEMBER FORCES p- TI = .2436 B I a fl49 Wi * -5x5.l to 36?8' 5.0' 2.0' T2= .2096 B 2 = 1475 W2 o• 727 -4x4.3 to 30'-O' 4.0' 2.0' S (2ic4) C..5x5.1 to 34-3' 5.0' 2.0' (2x4) C-4x4.3 to 30'-0' 4. ..2.0' ALTERNATE SPLICE (12) -. - (6) C-4x4.3 to SPLICE 0 - (c4) C.2.5x4.3t0 12 - - 5 t..-qan.., to .s'e-.a 1.5 - - NO SPLICE C-1.5x2.6 to 36-8' C-14.6 to 304r D 3 EQUAL PZELS BOTTOM CHORD OFF PANEL SPLICE NOTE. Off panel point splices are located at 115 the panel length i 6* at either end of the panel indicated, except " panels. 114* 2 :1 c-asxeo C.2.5x4 3 to 23-0' ALTERNATE SPLICE (112) 19. C-2.5x4.3 to 30`4r :: SPLICE SPAN TO 36-r C-SX5.1 to No. 29017 EXP. 3-31-99 71 EON OF CA SYMMETRICAL ABOUT CENTERLINE - 9 Digital indicate size Of plate fo Inches. . 10 For basic design vabres of the compumrs Plate, indicated by the prehe 'C' see IC.B.O. R.R. 4211 II The CompuTers Net Section Plate to Indicated by the prefix CN, the designator (18) indicated 18 go. material In used. All - . others are 20 go. - 4 EQUAL PANELS TOP CHORD - - ___________________________________ WARNINGS: I- I Read at General Notes and Warnings before canotnidilon of busses 2 Boater and erection contra" shouts be athtsed of at General Notes and Warnings before const,udilon commences. 3 14 compression web beading natal be Instated whole shown.. 4 At lateral force resisting elements such as temporary and permanent bacing, roost be designed and provided by4esigner of complete structure. CompuTnat assumes no responstetty for such beading. 5 No load shouts be applied to any component unIt after at bracing and fastener, are complete. and at no time shouts any toads greater than design toads be applied to any component. 6 CompuTers has no control over and assumes no responsibility for the fit' rIcation, handling. shipment and brstaliatlon of compo- nents. - 1 This design In furnalred subject to the btrtiattorts on truss designs set faeth.by the Truss Plate Institute In ttrethig Wood GENERAl. NOTES. unless otherwise noted: I Design to support toads as shown. 2 Design assumes the top and.boftom chords lobe Laterally braced at Z-0' 0.0, and at 12# ac. respectively. 3 2x4 Impact brIdging or lateral brathrg recommended where shown., 4 Installation of buss I, the responsibility of the respective con- tractor. 5 Design assumes busses are to be used In a non-coemsive environment. and are for 'dry condftlan' of use. 6 Design assumes bit bearing at at supports shown. SIren or wedge if necessary. 7 Design assumes adequate drainage In presIded. 8 Plates that be located on both faces of truss, and placed so thee center tines coincide with limit center Ones FILE NO: TRU43 -36-5- 40 DATE: 01/01/96 REF: 25-1 DES: SC SEQ: : S250017 UBC-94 FOR THE SPANS NOTED BELOW, LUMBER SHALL BE-OF THE MINIMUM GRADE AND SPECIE INDICATED Size 2400F 2100F 1950F 1800F 1650F 1450F SS DF #1&B DF #1 DF #2 DF SS HF - #1&B BF #1 BF #2 BF 2x6 - . 36'-B 36'-8' . 36.8' - Top - - .Chord 2x4 34'-3'. 32'-11' 32'-3' 31-11' 31'-3 29'-11* 33-7" 32-11' 32-3' 31-11' 31'-11' 31'-3' 31-3' 29'-i l' Bottom 20 - 36'-8' . 34-6' - 36-8' 33'-10' 36'-8' 35'.3' 32'4' Chord . WEB MEMBERS - 2x4 STANDARD OR STUD GRADE HEM - FIR. OR AS NOTED ON DESIGN .••-'••-.- .....-:.--- .............................. ...... ..........-.-.-. -S.. ....... I Cli LOAD DURATION INCREASE 125 SPACED 24 D.C. prus.Inc LOADING DL ON SOrrON CHORD = 10 PSF' Manufacturing Engineering Computer Systems TOTAL LOAD = 40 PSF 5 PSF REDUCTION TAKEN ON BOTTOM CHORD AXIAL STRESSES ONLY REACTION • 840 MAXIMUM TRUSS MEMBER FORCES p&J(. B H T1= -2002 B1= 1874 W = 884 (24) C-44 to 24'-O 4.0 2.0 (2x4) C4x4.3 to 18'-T. 4.0' 2.0' B N WARNINGS: - 1 Read all General Notes andWambsgs before construction of trusses. 2 Bugger and erection contractor should be advised of of General Notes and Warnings before construction commences. 3 133 compression web bracing must be Installed where shownv. 4 Alt lateral force resisting elements such as temporary and per. marcel bracing, must be designed and provided by designer of complete structure. CompuTrus assumes no responsibility for Such bracing. 5 No load should be applied to any component until alter all bracing and fasteners are complete, and at no time Should any loads greater than design loads be applied to any component. 8 CompuTrus has no central over and assumes no responsibility for the fabrication. handling. Shipment and installation of compo. rents. 7 This design In furnished subject to the trnitutlons on truss designs set faith by the Truss Plate Institute In 'Bracing Wood Trusses, HIS-91 % a copy of which will be furnished by Compri. Trus upon request. GENERAl. NOTES. unless otherwise noted: I Design to support toads as shown. 2 Design assumes the tap and bottom chords to be laterally braced at 2'0 o.c. and at 12-0' oc, respectively. 3 2.4 Impact bridging or lateral bracing recommended where Shown *5 4 Installation of truss is the responsibility of the respective contlac. tar. S Design assumes trusses are to be used in a non.corraslee eewoement. and are for dry condition of use. 6 Design assumes full bearing at at supports shown. Shim or wedge If necessary. 7 Design assumes adequate drainage in prOvided. 8 Plates shag be located on both faces of truss, and placed so they center Ones coincide with joint center Ores. 9 Digits indicate sloe of plate In Inches. 10 For basic design unlues of the CompuTrus Plate. Indicated by the penIle C'. see t.C.B.O. R.R. 4211 II The CompuTers Net Section Plate Is brdlcated by the prefix CN. the designator (16) indicated tO pa. material Is used. AS ethers are 20 ga. C-3x4.3 to 24-0' C-2.5x4.3 to 18.0' FILE NO: SC122 -24- 5/2.5 - 40* DATE:' 01/01196 REF:'. 25-1 DES: Sc SEQ: S250125 UBC-94 .. FOR THE SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED konoro Size 2400F 2100F 1950F 1800F 1650F 1450F SSDF #1&BDF #1DF #2DF SSHF #1&BHF #1HF #2HF . 2x6 . ' - • .. . 24'-0 .. . 24'-0' .. 23-3' . 22'-3' 24'-0' 23-1' . 22-6' 21-5' Top • ... . Chord . 2x4 18-7' 18'-7* IT-li' 17'-7" 17-4': ....- 16'-lO' 15'-lO' 17'-9 16'-8' 16'-0' 15-3' 17'-2' 15'-lr 15-6' 14'-9" Bottom 2x4 :-- . -. . . .1 24'-O' 24'-0'Chard 24-0' 23-5' WEB MEMBERS -2x4 STANDARD OR STUD GRADE HEM - FIR, OR AS NOTED ON DESIGN 4.. CampuTrus. Manufacturing Engineering • Computer Systems PEAK 'B H (2x6) C-4x6 to 24.0' 4.0' 2.0' (2x4) C4x4.3 to 24'-0' 4.0' 2.0' . .: ••.' 2.5 12 C-5x7.7 to 24-0' LOAD DURATION INCREASE ra 1.25 SPACED 24 O.C. LOADING LL.DLON TOP CHORD a 30 PSF DL ON BOTON CHORD = 10 PSF* TOTAL LOAD 9 40 PSF '5 PSF REDUCTION TAKEN ON BOTTOM CHORD AXIAL STRESSES ONLY REACTION 0840 MAXIMUM TRUSS MEMBER FORCES TI= -2599 BI= 2416 •WI= -551 T2n -1968 W2= 1185 SPLICE D (2x6) C-5x5.1 to 24'4' 1.5' (2x4) C-54.1 to 24-0' 1.5' NO SPLICE C-1.5x4.3 to 2440' C-1.5x3.4 to 18'-O' 4 EQUAL PANELS TOP CHORD 0 2 EQUAL PANELS BOTTOM CHORD re WARNINGS: I Read at General Notes and Warnings before construction of busses. 2 Boater and erodlon contractor airoute be advised of all General Notes and Warnings before construction commences. 3 ud compression web bracing must be Notated rollers Shown a. 4 All lateral force resIsting elements such as temporary and per- manent bracing, must be designed and provided by designer of complete structure. CompuTrus assumes no responsibIlIty, 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 Comprjmrs has no control over and assumes no responsibility for the fabrication, handling. shipment and installation of compo- nents. 7 This design N fumlohed tabled to the Notations on truss designs set forth by the Truss Plate Institute In 8racing Wood Trusses. HIB41', a copy of which will be famished by Cornpu. Trus upon request GENERAL NOTES. unless otherwise ontedi I Design to support loads as shown. 2 Design assumes the top and bottom chords to be laterally braced at 7-O o. and at 1741 o.c. respectively. 3 2x4 Impact bridging or lateral bracing recommended where 3110=0" 4 Installation of truss N the responsibility of the respective corrtssc- tar. S Design assumes trusses are to be used In a non-corrosive enw0rrrnent, and are for 'dry condition' of use. 8 Design assumes thU bearing at at supports shown. SItar, or wedge if necessary. 7 Design assumes adequate drainage N presided. 8 Plates shall be located on both faces of truss, and placed an their center tees coincide with joint center tees. 9 Digits indicate sloe of plate In Inches. 10 For basic design values of the CompuTrrrn Plate. Indicated by the prefix C•, see t.C.B.O. R.R. 4211 It The CompuTnrs Net Section Plate N Indicated by the profit CN, the designator (18) Indicated 16 go. material Is used. AS Others am 20 ga. OFF PANEL SPLICE NOTE: Off panel point splices are located at 1/5 - the panel length ± 6' at either end of the panel indicated, except end panels. B' 12 75 '7 ALTERNATE SPLICE (T2) (2x6) C4x4.3 to 24-0' (2x4) C-2.5x4.3 to 24-0' FILE NO: '..scI42-'24- 5.5 -:• DATE:', 01/01/96 REP: '. . :25-1 , •• DES: SC SEQ: S250126 LJBC-94 FOR THE SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED 2400F 2100F 1950F 1800F. 1650F 1450F SSDF #1&BDF #1DF. #2DF SSHF #1&BHF #1HF #2HF - 2x6 :.' ' .- • '. 24' :Top -• .. . .•• ______ Chord 2x4 • • . .24'° '•• 24'-0' •, • . -. • 24'-0' . 24'-0' Bottom .2x4 " • • '. ' 24-0' 22-3' . ' 40 23'-ll' 21'-ll' . 24'-O' 22100 20-11' Chord WEB MEMBERS - 2x4 STANDARD OR STUD GRADE HEM - FIR. OR AS NOTED ON DESIGN -.: -..t . .. - • . . . C CampuTrus, Manufacturing • Engineering • Computer Systems (W3) 2x4 Construction Hem-Fir Required on Sparta Over 40'.6' PEAK B H (6) C-5x7.7 to 47'-I(' 5.0' 3.0' (24) C-5x6 to 42'-OO' 5.0' 2.0' (2x4) C4x6 to 31'-OS 4.0' a0 (4) C4x4.3 to 24'-OO' 40' 2.0' B 12 H. It 2.5 12 LATERAL BRACING REQUIREMENTS (W2) (+) 2 Required on Spans Over 38'-5 (1N2) . I Required on Spans Over 27-2' LOAD DURATION INCREASE o 1.25 SPACED 24 O.C. LOADING LL+DLON TOP CHORD o 30 PSF DL ON BOTTON CHORD —110 PSF TOTAL LOAD = 40 PSF '5 PSF REDUCTION TAKEN ON BOTTOM CHORD AXIAL STRESSES ONLY REACTION = 1674 MAXIMUM TRUSS MEMBER FORCES Tim -5917 Blo 5539 W1= 119 T2= -4125 B2= 5539 W2o -1616 W3= 2486 ALTERNATE SPLICE (T2) (24) .C.4x6 to 4T-10' (2x4) C-2.54 to 31--05- (2x4) C'2.5x4.3 to 24-00' SPLICE D (2x6) C-5.5x7.7 to 4T-10- (26) C-54 to 420O' (2x4) C-5x5.1 to 31--05- 1.5' NO SPLICE C-2.5x6 to 47'-I0' C-2.5x4.3. to 36'-OO' 4 EQUAL PANELS TOP CHORD 4 EQUAL PANELS BOTTOM CHORD C-7x11.9 to 47'-l(' C-5.54.4 to 42'-OO' C-5x7.7 to 36-0O' ALTERNATE SPLICE (B2) CN-5.5x14.5 to 47'-l(T CNI8-3x13.6 to 42'-OcT CN-3x10.2 to 31'-OS WARNINGS; I Read aS General Notes and Warnings before construction of busses.' 2 Builder and erection contractor should be adutsed of at General Notes and Warnings before construction commences. 3 14 compressIon web bracing must be Installed where shown.. 4 AS lateral force resIsting elements such as temporary and per- manent bracing, must be designed and provided by designer Of complete structure. CompuTrus assumes no responslbltty for such bracing. 5 Na load should be applied to any component urIS alter as 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 compo- nents. 7 This design Is furnished subject to the limitations on buss designs set forth by the Truss Plato Institute in Brscb,g Wood Trusses. HIS-Si', a copy of which will be furnished by Compu- Tius upon request GENERAt, NOTES. unless otherwise noted: I Design to support loads as shown. 2 Design assumes the top and bOttàrn chords to be laterally braced at 24' 0.0, and at IZ.W o.c. respectively. 3 2x4 Impact bridging or lateral bracing recommended where shown * * 4 Installation of truss Is the responsibility of the respective contrac-tor. 5 Design assumes busses are to be used in a non-corrosive envlranment, and are for 'dry condition' of use. S Design assumes full bearing at at supports shown. Shim or wedge If necessary. 7 Design assumes adequate drainage Is presided. O Plates shut be located on bolts faces of truss, and placed so their center lines coincide with joint center tees. 9 Olyts indicate size of plate In inches. 10 For basic design salons of the CompuTrus Plate, Indicated by the prefix C. see t.C.8.O. R.R. 4211 ii The CompuTrus Net Section Plate Is indicated by the pinto CN, the designator (It) beticated 18 go. material is used. AS Others are 20 ga. OFF PANEL SPLICE NOTE: Off panel point splices are located at 1/5 the panel length ± 6 at either end of the panel indicated, except end panels. NO SPLICE ' -. C-3x11.9 to 47-W C-1.5x26 to 47-10' . I 114' C-3x9.4 C-34 to 36'-W to 24-60' - SPLICE CNI8-5.5x17.9 to 4T-10' C-5x9.4 . to 47-00' ..., ' SPAN TO 4T-10' J/.0O2 C, C-5x7.7 to 36-00' . . .. . . No. 2017 . EXP. —31-99 EN .OF C - -- ... - 'tV W~1.111 •- . . FOR THE SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED WEB MEMBERS - 2x4 STANDARD OR STUD GRADE HEM - FIR, OR AS NOTED ON DESIGN FILE NO: SC144 - 47- 5/2.5 - 40 DATE: 01/01/96 REF: 25-1 DES: SC SEQ: S250127 UBC-94 — unora 2400F I 2100F 1950F 1800F 1650F 1450F SS DF #i&B DF #1 DF #2 DF SS HF I #1&B HF #1 HF #2 HF 2x6 47'-10' 45'-10'. 437 42-5' • 403n 42'-5*--'- 40-5' , 39'-1' . 37'-7' 40.6' 38'-3" 37'-7' 35'-10' Top '. . . ..... . ,•.., Chord 2x4 31'-5 30-1' 29'-5 •. 28-8' 27'-11' 26-7' 28'-& r 27-4 26-5' 25-6' 27-6 26'-0' 25'-6" 24-5' Bottom 2x4 45-0'Chard 47-10' -4' 38'-0' . 32-11 47'-10', 40'' 37-0' 33-4' 45'-7' 38-1 34'-8' 30'-4' 1 41 . ICL E.R.TIIC. TRUSS ( e ERDtN$PECT1OtflCBOM513 6.7 - IN STRICT ACCORDANCE WITHUBC 25-11 PHEFAB1IIUA[ED )~DMPIJTrILIS InC~:-~ I aiptt to ve'-o" HIP NO.1 - SETBACK 8-0' FROM END WALL. HIP NO.2 — SPACED 24'o.c. HIP No.1 — r:ci,lere truaaes required. Join together vith 16d nails staggered at 12'o.c. throughout. I HIP No.2 — SINGLE MENBER AS SHOWN. . — 24" I : L (RI? NO. 1) 02 + .c244.3 -. + C-4x6 5.25"(4/12 S MOVE 4 or LOAD DURATION INCREASE as 1.25 LOADING LI.. + DL ON TOP CHORD - 30.0 PSF DL ON BOTTOM CHORD - 10.0 PSF* TOTAL LOAD - 40.0 P. *5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS OILY. RIP NO.L-..sIR FORCES TI- -5183 B In 4917 W1. 52 1 2- -4918 B 2- .5697 U 2. -466 T 3 -4918 B 3. 4917 U 3 -868 14- -5183 W4- 592 ACTIOI49s LEFT - 1940 BIOHT. 1940 ESCONDIDO R ROOF TRUSS A TESINOIO0V BUM= 8ErrER San Marcos, CA 92069.4178 (619) 744.4040 . (800) 367-8787 . FAX (619) 744-6516 I. Design to suppoil load' U shaswL Al Lateral force resisting elemifea such is temporary and pww5 bracing to be designed and provided by others. 2. Design assumes the top and bottom chords lobe laterally braced aIR - r a.c. and at 12- - r o.c. respectively. 3 Forrecommended bracing details. See-Bracing WOOd Trusses. BWT 76 by the Truss Plate Institute. 1x3 continuous lateral web bracing where shown.. krpeth bridging or lateral bracing recommended where shown .v. S. Ingtallattion of Inas lathe responsibility of the respective contractor. 7. Design assumes trusses are to be used in a non-corrosive en*on- merd and are for dry conon Of use. S. Design assumes full bearing at all Supports shown. Shins or wedge S necessary. S. Design assumes adequate draionage is provided 10. Plates shed be located on bOdi tacos 01 truss and placed 501141, eerier irtis coincide seth laird Center Lines. If. OlgSa kdcst. she 01 plate in inches. IL For basic design vikats Of isa COMPt"PlAts-1111k8ted by the gratis LC.LO. A 4211 ______ 13. The Ceeigshs* Net S.oa .- h bijcatsd by the gratis C1(. the or(Il) bslas I S. eiel*45 Is used. Al Odsers era 20 OPT PANE SPLICE NOTE: Off panel point splices are located at 1/3 the panel length +/- 6' at either end of the panel indicated. I :, AL;trrsPucg . FIR iI':: . NO SPLICE SPLICE • . o" . . . . C-3x60 TO — SYMMETRICAL ABOUT CENTERLINE . •, .,, . - . . . . - .. . . : - : • . . :........FOR THE SPANS NOTED BELOW; LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED •: . FILE NO.: SHIP — 24-4-40* 01-02 .. . •• CHORD SIZE 2400F 2250F 2100F 1950F 1800 1650F 1450F SSDF #1 OF #2 DF SS HE. #1 HF DATE: 12/1/84 •. . . 2x6 . . . . .5.. . . X. .. . X REF.: 231 DES. BY: sc TOP CHORD 2x4 . . . . . . : x . x x . . SEO.: STANDARD BOTTOM CHORD 2x4 . .. .. x x x . •- WEB MEMBERS-2X4 STANDARD OR STUD GRADE HEM -FIR. 2 x 3 #2 HEM -FIR OR AS NOTED ON DESIGN Re ESRITIC. TRUSS ERflFiEOINSPECTION C8OM.513 .1"IN STRICT ACCORNCE MTH USC 217 PREFABRICATED .mmpuTrus Inc. HIP NO.t - SETBACK 8'-0" FROM /~c END WALL. HIP NO.2-4 SPACED 24"o.c. RI? NO.1 - Two Complete trusses required. Jolts together with 16d nails ___________________________ • staggered at 12'o.c. throughout. RIP NO.2-4 SINGLE NGU AS SHOWN. - ESCONDIDO. d ROOF TRUSS 430 SCHNOLOGY. Via Vera Cruz 0 "-°S SMER San Marcos, CA 92069-4178 (619) 7444040 . (800) 367.8781 • FAX (619) 744-6516 LOAD DURATION INCREASE - 1.25 .. _Z LOADING U. + DL ON TOP CHORD - 30.0 9SF 'DI. ON BOTTOM CHORD - 13.0 9SF. TOTAL LOAD - 40.0 PSF. *5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. (HIP NO. :)I'EMBER FORCES T Ia -7396 B 1- 7617 U 1- 1163 'V 2- -7018 B 2- 9454 W2- -2627 'V 3 -9592 B 3- 9453 U 3- 178 'V 4- -7018 B 4- 7017 U 4- 178 'V 5 -7396 U 5 -2627 U 6 1183 TI4Bs LU'T - SS4S RIGHT a t641 Ness su ee - r . I. Oselgole wpccvI E. as elsoast Al literal force meledrig .lirvaras such as temporary and peffr.aneil br$caig to be designed wtd provided by Others. Design assumes ase log and bottom chords to be laterally braced .13' X c. and at 12'- Cr o respectwefy. recommended bracing details, see 'Oracing Wood Trusses. BWT .76 by the Truss Plate Institute. 1x3 continuous lateral web bracrng.where shOwfl. S. impact bridging or literal bracing recommended wltiio shown .•. S. Installation of Inns is the responsibility of the respective conUaotor. 7. Design assumes trusses are to be used in a non-corrosive err.4ors- mini and are for dry condition' of use. S. Design assumes full beating at all supports Shown. Shim or wedge S necessary. P. Design assumes adequate drainage is provided. tO. Plates shall be located on both faces of Inns and placed so their center lines coincide with joist center lines. Digits Indicate size of pull in inChes. For basic design values of Use Conipr4rus Plate,indicated by the preSs C". see I.C.800. ai*. 4211 is. The Cortspr*w Net S.dort Pl.Is S b'dcatsd by 910 prefix "GM". Cr, d,elprteacr (15) tdc age. msiter S i Al otherS we 20g.. 0 OFF PANE!. SPLICE NOTE: 24" 24" 24" . . . . Off panel point splices are located STUD WITH c-1x2.6 TYPICAl. at t/5 : nel;: '1 f.xee 0 . either anl indicated. 14 ALTERNATE SPLICE 8'-0" (Hip No.!) SPLICE r"Z,,,, , .. C-3z5.1 ''- ' 11112 . • 110 SPLICE J?' C-40.7 0 0 ,. C-2 5 4 3 1/4" NO SPLICE ALTERNATE SPLICE SPLICE CI-3x10.2 (Hip No.2-4) C-2.3x4.3 0 3x9.4 (Hip No.1) SPLICE qf-5.7 (Hip No.2-4) '' .7 C-5x9.4(Hip No.1) TO 32'-0" C-50.7(Rip No-2-4) S"fl'O(ETRICAI. ABOUT CENTERLINE - 0 FOR THE-SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED FILE NO.:gfflp - 32-440* 11-05 CSIZE HORD 2400F 2250F 2100F 1950F 1800F 1650F 1450F SS #1 OF #2DF SSHF #1 HF DATE: 12/1/84 2x6 1 - X X REF.: 23'1 DES. BY: SC TOP CHORD 2x4 0 - x x BOTTOM CHORD 2x4 0 x x x SEO' STANDARD WEB MEMBERS -2 x 4 STANDARD OR STUD GRADE HEM - FIR. 2 x 3 #2 HEM -FIR OR AS NOTED ON DESIGN 0 0 • ';. 0 '-4 ESCONDIDO ROOF TRUSS NIl'1'v. If4. TECHNOLOGY 430 S. VIA VERA CRUZ SU.D$ BETTER SAN MARCOS, CA 92069.4178 (619) 744-4040 • (800) 381-8187 • FAX (819)144-6518 ....................- END VERTICAL. MAY BE OMITTED IF TOP CHORD IS ADEQUATELY SUPPORTED. £ Is RAPTER SPAN CHARTS 1995 0 LOAD DURATION INCREASE! RAFTER BL40PE <4/12 ;t:E2-4/12 C .JST TCLL(PSP) 20 20 20 16 16 . 16 10 TcDL.(PSP) 8 15 20 7 14 19 5 TOTAL(PSP) 28 35 40 23 30 35 15 SIZE GRADE SPECIE - 2x4 89 PP 83 76 72 99 713. 76 10 2x4 *1&BTR PP 81 75 73 97 79 75 102 .2x4 01 PP 7 11 7 3 6 11 9 5 7 7 7 3 3.0 0 2x4 42 PP 79 71 69 91 76 71 910 2x4 CONS? DF 7 2 6 5 6 0 7 11 6 11. 6 5 9 7 2x4 STUD PP 62 56 52 610 6056 86 x4STA2lD D? 54 49 45 511 52 49 74 2x483 HP 79 71 69 93 76 71 910 2x4 II.&BTR HP 7 7 6 ii 6 8 9 0 7 4 6 11 9 7 2x4 01 HP 77 611 68 90 74 611 97 2x4 #2 HP 73 67 64 87 70 67 92 2x4 CONS? HP 7 1 6 4 5 11 7 10 6 10 6 4 9 2 2x4 STUD HF 6 2 5 6 5 2 6 10 6 0 5 6 8 6 2x4 STAND HP 54 49 45 511 52 49 74 2x4 2400F MSR 8 4 7 8 7 4 9 11 8 1 7 8 3.0 7 2x4 2100? 143R 8 1 7 5 7 3. 9 7. 7 9 7 5 10 2 2x4 1950? 149 7 11 7 3 6 11 9 5 7 7 7' 3 10 0 2x4 1800? MSR 7 9 7 1 6 9 9 3 7 6 7 1 9 10 2x4 1650? HER 7 7 6 11. 6 8 9 0 7 4 6 11 9 7 2x4 1450F uSE 73 67 64.87 70 67 92 2x6 53 • PP 1211 1110 114 154 125 1110.164 2x6 *1&BTR PP 3.2 9 11 7 11 1 15 . 1 12 3 11 7 16 0 2x6 *1 PP 12 6 11 5 1010 14 3 12 0 11 5 15 9 2x6 *2 PP 12 1 10 10 10 1 13 4 11 8 10 10 15 5 2x6 STUD PP 94 84 79 103 90 84 129 2x683 HP- 123 112 10-8 3.46 119 112155 2x6 *1&STR. 81? 12 0 3.0 11 10 5 .14 2 11 6 . 10 It 15 1 2x6 *1 HP . 12 0 10 11 10 5 13 11 11 6 10 11' 15 1 2x6 *2 HP 11 5 3.0 5 10 0 13 . 2 11 0 10 5 14 . 5 2x6 ,STUD 'HP 94 84 79 103.90 84 129 2x6 2400? HEIR 13 2 12 0 3.1 6 15 8 12 8 12 0 16 7 IT 2x6 2100? ElSE 12 9 12. 7 11 1 15 1 12 3 11 7 - 16 0 JI 2x6 3950? ElSE 12 6 11 5 3.0 11 14 10 12 0 11 5 15 9 2x6 1800? HEIR 12 3 11 2 10 8 14 6 11 9 11 2 IS S 2x6 f7/ 1650? . NSR 12 0 10 ii 10 5 14 2 11 6 10 11 15 1 2x6 1450? NSR 11 5 10 5 10 0 13 6 11 0 ,10 S . 14 5 FILE NO.: RAFTER/END ,JACK CHARTwArOIIRQS: . 0.nstal Notes. rleas otherwise noted: ,. I. Ne.4 ii Qane.I Nat., .,d Wan,b., bate,, .snatnjcdan St t.w.a.. 1. Design to support load, is shown. . iio an .he e.Statw at.,stjd b. 6#4"d it it Qewal Nets. ., 2. Design sistinew the top and bottom chords to be, taterafly braced at DATE: 5/ 1/95 Ver 6.0.3-N W-,.ge bites iS5tet.UBUSSS e..aan..s. 3. lii .se web brdnq uaUat b bS5ISi•4 2-0 o.e. and at 12.0 o.c.espectivity. 3. 2x4 imp.ot budging or late, bracing recommended where shown + + 4. 53 Silent I.,,. ,.d.tb.$ alenienNi - te.P.rery P" 4. lnstsiisllon of true, a the responsibility at the respective contractor L Design asetane, twices era to be used In a non.coao.Iv. .wfroqyn.nt. REF.: 25-I DES. BY: SC be dnd5a.d and ,ns4d.d b d.dgn.r at e.,Iate atnates. ye, s.de s,,. and are for dry condition'of use. 0. Design .sessne. lull bearing at .0 support. shown. Shim or wedge it /TrusIn. I. N. sad itwdd b. s.p5.d I. any ow.p.nes .RC 11 .1 bnebsg and SEQ.: Standard ,...w. es essuplate. end. thee th,sdd any s.do pester than d.dn fl6Ce.SUY. Design sistine. idequate drainage I. provided. lade be ipyled IS N5 a. p.nerd. Plele. shall be located on both taco. of Uteri. and placed so that, csntct lines coincide with Joint center lines. Ies.sacnmeo. tsmee. . coseruna 5mm.. 5. Ceunyisis.. Its. is eantnat over and Sw.ew I.. s.py.nebty for the 0. Digits Indicate size of piste in Inches. I.b.iestSie.. t.e.q. dutp..ent and fritaa.the .5 essupanent.. 10. For basic design values of the Computrus Plate. indicated by the prefix 7. flit. dndqn Is fanthIed vAloce I. the alien. en Ins. d.dp.. ,•y forth .f so. I.C.B.0. R.R. 4211. by the In.. R.I. mitSui. btCth.g We.d Teas.... 1115.5V.' espy at ii. The Computrus Net Section Plate I. Indicated the petbc CN, the s. designator 1181 Indicates 18 go. material I. u2 All others are 20g.. suwalt s.0 be (s.eldt.d by C.suput.u. VO 06 E C- 1x2 .6 SEE CHART or 2x6 -2x4 .6 2x4 or 2x6 1x2.6 J.. SEE CHART FOR MAX. SPANS AND LUMBER GRADES. NOTE: CONNECTOR KATES SIZED FOR HANDLING ONLY AND MAY BE REPLACED WITH EQUAL FASTENER. DEFLECTION CRITERIA (MAXIMUM ALLOWAOLE) SLOPE ( 4:12 - 1/240 LIVE SLOPE >- 4:12 - 1/1e0 LIVE IF DL >- .5 LL (ALL SLOPES) - 1/180 TOTAL CEILING JOIST -1/240 LIVE 2'9O17 3-31-99 ESCON'DIDO: (') OFTRLJSS MAW in TNOOGY 430 S. VIA COS. CA 171 (619)744-4848 • (500) 3671787 9 FAX (619)744-6516 •. . •.. . om S purus .flC. • YRAfl!NC DETAILS WERE HI? TERMINATION . S .. ..... .. I~ DOES NOT X ECT VITH COMMON TRUSS- COMM TRUSS S I • -•• - . . . = .. . • I z : - - SHAPED BLOCK II 5 F CCTEE? LORD SEI0N COMMON TRUS COMMON TRUSS fi • . . ________________ . ____________________________ ____________________________ - 5liAP BLOCK . . d • . _____ CROSS 14- ocx S = HIPLiFEER .. LknER 03 S S • - - - A-A 12 01 HIP GIRDER TRUSS 7 iz 1 ExTzXDZD 11 END END JACK BaTTOM CHORDS SETBACK FROM END UALL AS SECTION B`_l SPECIFIED ON ENGINEERING ZXTZNDW END JACK T TOP CHORD ED 20 JACK #1 02 13 14 COMM END JACK TRUS3 00 V4,o~' 2x4 Vaitical at ON M(CINZEIING FILE NO.: CALIF HIP DZWL- k EXP. 3-31-vu 10. - AEF_ 2.%.15-1 DES. BY: 31 Is LATERAL BRACING AS .,-- SECTION A-A SPZCIFIED ON ENGINEERING I- 0 2 C ul — P ag —flI.!0..0.....3.., 0 000.00 CS A 0 — — .•* -SS__0_ - E ' — ch If f / - . a. ln 0 ' fl 0. - 1 •I.9 0 OU I -, cc 9 0 , 'S 0 ISOOC 3 . • US '4 'U - fl 0. C a•U U 0 O — - 9 — 0•0 a 0 - 'U S -- -- 0 SO - 9 o 55.5 0. 0 a. co 0 00 99 I . 0 a OC) I -no ism Z-4Z Cna PuO 4 .. :- (' . fc) t.E 1cx ron. sc'i. OF SIZE AND aRADC AS SHOW ampuTrus Inc. W. 3Qp9 SCSI. 1.25) PER 1991 USC *11w amw saw ;3 C) ff• ( 2X4 6' V 6' 5 6 6' 2-224 a'-t 1'9 a' - i A 1RE No. 29017 424 I'- 7 •'- 3 a.- 5, a'- o - I EX& 8'- 4 7'-21 a'- 71 -10 RI? c*J 77fl . Exp. 3/31/9.5 , 2-216 101- 2 9'- 7 9-11- 9' 6 C> 1 .426 30'7 10'2 20'S 225 V- V 9'- 3 9'- 7 • 9'- 2 £1IG' . 2-228 11'-II 120- 4 II'- •• Ii'- 2• 425 12'- 6 23'-10 121- 3 si'- a OF C 40 2210 32'- 3 30'- 5 111 - 0 30'- 6. R;2210 a'-ao- 131 - 1 £31 - 6, SEI-131 - 14'- 6 13'- 8 24'- 2 131- 6 I 2- DENOTES DC*.1E PEMDER PEA)S REQUIRED. JOIN TOGETHER TI?HINAL R# TRUSS - WITH l6d NAILS AT 32 D.C. ESCONDIDO ROOF TRUSS — ,s v • s ri TECHNOLOGY 4309. VIA VERACRUZ SAN MABCOS. CA 92069-4178 DSTAIL® (619)744-4848 • (600)327-8767 • FAX (619) 744-6515 III? COAXER HIP, RAFTER COAXER MA OrT No. 29017 zo AIL(D ATTACHMZNr LECOCER C-30.7 r "mas ATTACHED TO FILE NO.: 21 *HU RAFTER DATE:. 113015$ FIEF-'23.15-3 DES. BY: Sc SEQ.: STANDARD C.-A-06L ell ENS OF CA FOR THE SPANS NOTED BELOW. LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED CHORD SIZE I 2400F1 2250F I 2100F I 1950F 1 1800F I 1650F 1 1450F I SS DF I #1 OF I #2 OF I SS HF I #1 TOP CHORD BOTTOM CHORD WEB MEMBERS -2 x 4 STANDARD OR STUD GRADE HEM - FIR 2 x3 82 HEM . FIR OR AS NOTED ON DESIGN GENERAL ANALYTICAL LABORATORIES I .William J. DeBerry 12265 World Trade Drive, SuiteE I San Diego, California92128 Telephone(619)451-0713 Fax (619) 451-2783 I , February 10, 1997 : CLIENT: The Farmers lnsuraice Group . I . National Catastrophe Center P.O. Box 2968 . . . Shawnee Mission, Kansas 66201 I ATTN.: Ms. Dawn Fields / Mr. John Egan I .SUBJECT: Slab & Foundation Concrete Investigation •. . PROJECT: 2904 Managua Drive I : Carlsbad, California . . . . Dear Ms. Fields and Mr. Egan: I . At your, request, a representative of General Analytical Laboratorié has:. conducted an investigation of the slab-and foundation concrete of the above project I .on February 5, ,11997. This investigation was performed to determine whether the concrete -slab and foundation can be incorporated into the re-built structure. The structure was burned, down in a fire' in 1996.' This' investigation included a visual inspection of the slab and foundation areas and the testing of concrete cores• and . plastic ABS DWV lines from various locations on the slab'and foundation. A repair plan I for the correction of various conditions was prepared and is included with this report: - - Concrete cores were taken at various lOcations as indicated in the diagram' ' located in the Appendix, for testing to determine the integrity of the concrete. It was I ' ' determined that in the majority of locations., the concrete has adequate strength and integrity and can be incorporated into there-built residence., 'There were ,a number of,.' areas on the concrete slab which will require replacement. These locations are I indicated on the repair plan, along with details for the repairs Three cores were taken at the locations where plastic ABS DWV lines extend 'I into the slab; to determine the extent of damage to, the plastic material. It was ' determined that the rplastic ABS DWV lines were damaged from where the lines enter . the slab to approximately one .foot horizontally away from that location. As indicated in . the repair plan, the concrete should be sawcu. one foot on all sides of the lins and the " damaged lines should be cut and capped or new plastic pipes should be attached if .the I - lines are to be used. I - I . All of the sill plate .anchor bolts and structural hold down anchors should be cut . off at the surface of the concrete. New anchor bolts and holddown§ should be drilled I into the foundation and bonded with epoxy. A representative sample of the bolts and holddowns should be tested to ensure that they exceed the required strength as determined by the structural engineer prior to attaôhihg any structural elements to the bolts or holddowns. This report is based on. our observations and testing and reflects the I .conditions noted, at that time. Although we conducted a thorough investigation of the concrete, this creates no warranties either expressed or implied as to the condition of the property, or possible defects which may not have been apparent at the time of I inspection. No subsurface soils or geological observations o.r studies are included .in • this report. This report does not constitute a compliance report. This report is provided solely for the exclusive use of the above' noted client. If either party I beOomes involved in litigation arising as a result of the' contents of this report, the maximum liability shall be limited to the amount of the inspection fee. We appreciate this opportunity to be of Professional Service to you in this matter. lf'you have any ,questions regarding this report please contact'us. Respectfully Submitted, GENERAL ANALYTICAL LABORATORIES...... . . ' • .. William ~J.DZerry'. R. . E. #34545'' Attachments I ... '' ':. .. . ...'. ... Photo Page 1 904. Managua Drive u : F p: 'H L. R iW I : WN Photo location 1 F - F Rp I f j' Phpto!ôotion2.::.' U ) - 1 F 4 / c F I k F FF 1 F : F Photo locatio n3' F. I - F F 'F F F • •_•- I - - -• - 11 W - -c- -1 4 - - ' ) c9 h4 SS "M S W-01 Oil ~ ~ 8 • • Photo ag P e 3 ' 2904 Managua Drive - I f 4 f 41 ---" , - , Photo location 7 --- - - 4; r • __ _ 1 Photo location 8,- - 1 t ' I - - - - 4- pm -. -.---- - - - 4 - - • I t 4 -Photolocation9.- 4 4 , -. - I '•: ' ' - - I - 4 Photo Page 4 2904 Managua Drive I I 1- <. L' Y 1 I r ' Photo location 10 WX Photo location 11 _ k. • Photo location 12 I I . • c•. f 1 ¶ - ' - I - F 'F- SCOPE OF WORK 32' 6" 27' 6" 33'O" REPAIR DIAGRAM 12' 6" --------- 29'0" - H SCALE: 1"=8' DETAIL A SEE CONCRETE REPAIR NOTE 1 MAINTAIN SQUARE EDGE DETAIL B DETAIL C 1' 0" SLAB #5 DOWELS .@ 18" EXTENDED NEW SLAB, 6" THICK 24" INTO NEW SLAB, DRILL 8" DEEPEN TO 8" AT EDGE INTO EXISTING FOUNDATION REINFORCE WITH #5 STEEL @ 18" EXISTING SLAB UlffWffj' EXISTING; SLAB GEM 6 MIL V1SQUENE 12" DECOMPOSED GRANITE OR COMPACTED DAMP SAND NO SCALE THE SCOPE OF THIS WORK INCLUDES THE REPAIR OF A CONCRETE SLAB AND FOUNDATION WALLS. DAMAGED AREAS SHALL BE SAWCUT AND NEW CONCRETE PUT INTO PLACE. IN ADDITION, THE CRACKS IN THE SLAB AND FOUNDATION SHALL BE CLEANED OF DEBRIS AND EPDXY INJECTED. GENERAL NOTES THE 1994 EDITION OF THE UNIFORM BUILDING CODE AND OTHER LOCAL ORDINANCES SHALL BE COMPLIED WITH BY THE CONTRACTOR AND SUB- CONTRACTORS. ALL TRADES SHALL FURNISH ALL LABOR, EQUIPMENT AND MATERIAL AND PERFORM ALL WORK NECESSARY FOR A COMPLETE AND PROPERLY FINISHED JOB. WORKMANSHIP THROUGHOUT SHALL BE OF THE BEST QUALITY OF THE TRADE INVOLVED. THE GENERAL CONTRACTOR SHALL CO-ORDINATE THE WORK OF THE VARIOUS TRADES TO EXPEDITE THE JOB IN A SMOOTH AND CONTINUOUS PROCESS. ALL TRADES SHALL AT ALL TIMES KEEP THE JOB SITE FROM ACCUMULATION OF THEIR WASTE MATERIALS. UPON COMPLETION OF THEIR WORK ALL WASTE, TOOLS SCAFFOLDING AND RELATED EQUIPMENT SHALL BE REMOVED, INCLUDING STICKERS, LABELS AND MANUFACTURERS TEMPORARY IDENTIFICATION ALL WORK SHALL BE PERFORMED IN COMPLIANCE WITH THE LATEST CALIFORNIA OSHA REQUIREMENTS. IT SHOULD BE NOTED THAT THERE MAY BE HAZARDOUS CONDITIONS AT THE WORK AREA, INCLUDING BUT NOT LIMITED TO ELECTRICAL HAZARDS AND ASBESTOS. THE CONTRACTOR IS REQUIRED TO CORRECT ALL HAZARDOUS CONDITIONS TO PROVIDE A SAFE WORKPLACE. CONCRETE REPAIR FOR REPAIRING SPALLED AREAS OF DAMAGE LESS THAN 1-1/2" DEPTH: REMOVE ALL LOOSE AND DISBONDED CONCRETE. SAWCUT THE CONCRETE ONE FOOT BEYOND THE PERIMETER OF THE SPALLED AREA IN A RECTANGULAR PATTERN WHERE POSSIBLE, TO A DEPTH OF AT LEAST 1/2" BENEATH THE LOWEST SURFACE OF THE SPALL. CHIP OUT THE CONCRETE THE DEPTH OF THE SAWCUT MAINTAINING A SQUARE EDGE AS IN DETAIL A. FILL THE CUT OUT AREA WITH A POLYMER CONCRETE. FOR REPAIRING AREAS 0F DAMAGE GREATER THAN 1-112" DEPTH: THE CONCRETE SLAB PATCH IS TO BE EFFECTED BY SAWCUTTING THE CONCRETE AT 1 FOOT BEYOND THE DAMAGED AREA AS IN DETAIL B. APPROXIMATELY 6" OF THE EXISTING BASE SOIL IS TO BE EXCAVATED AND REPLACED WITH COMPACTED DECOMPOSED GRANITE OR DAMP SAND. #5 REINFORCING BAR DOWELS ARE TO BE ANCHORED TO THE EXISTING SLAB BY DRILLED HOLES APPROXIMATELY 7/8" IN DIAMETER, TO A DEPTH OF 8 INCHES. CLEAN THE HOLE WITH COMPRESSED AIR AND A NYLON BRUSH. INJECT THE RAWL FOIL FAST EPDXY GEL INTO THE HOLE, STARTING AT THE BOTTOM AND GRADUALLY MOVING TO THE FRONT. INSERT THE REINFORCING BAR, WHILE TURNING, UNTIL EPDXY FLOWS OUT OF THE HOLE, FULLY EMBEDDING THE REINFORCING ROD. RAWL FOIL FAST EPDXY, ICBO NO 4514 FOR REPAIRING ABS PLASTIC DWV LINES UNDER SLAB: CUT OUT THE CONCRETE AT LEAST ONE FOOT ON EACH SIDE OF THE ABS DWV LINE. CUT THE DWV LINE BENEATH THE SLAB AT LEAST ONE FOOT HORIZONTALLY FROM THE VERTICAL RISE OF THE DWV LINE AS IN DETAIL C. A NEW CONNECTION MAY BE MADE AT THIS LOCATION IF THE LINE IS TO BE REUSED. IF THE LINE IS TO BE ABANDONED IT MAY BE CAPPED AT THIS LOCATION. (NOTE: FOLLOW ALL APPLICABLE PLUMBING CODES REGARDING THE DWV LINES. IF THE CODES ARE CONTRARY TO THESE INSTRUCTIONS, THE CODE SHALL TAKE PRESIDENCE.) CONCRETE STRENGTH SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI. CRACKS IN THE CONCRETE SLAB SHALL BE REPAIRED BY EPDXY INJECTION. CUT ALL EXISTING STEEL HOLDDOWNS AND ANCHOR BOLTS FLUSH WITH THE TOP SURFACES OF THE CONCRETE. NEW HOLDDOWNS AND ANCHOR BOLTS SHALL BE INSTALLED BY EMBEDDING THEM IN EPDXY IN THE FOUNDATION PER DETAILS FROM THE STRUCTURAL ENGINEER. A REPRESENTATIVE NUMBER OF ANCHOR BOLTS AND HOLDDOWNS SHALL BE LOAD TESTED PRIOR TO BEING UTILIZED IN CONSTRUCTION. MATERIAL SPECIFICATIONS CONCRETE STRENGTH, F'C = 2500 PSI POLYMER CONCRETE, USE EUCD CONCRETE COAT OR EQUIVALENT REINFORCING STEEL, ASTM A615 Fy = 40,000 PSI EPDXY FOR DOWELS, RAWL FOIL FAST, ICBO REPORT 4514 IF DEPTH OF DAMAGED CONCRETE EXCEEDS 1-1/2", REPAIR AS PER DETAIL B NO SCALE REMOVE SLAB CUT OFF ABS DWV LINE AND REMOVE DAMAGED SECTION NO SCALE : L co /1* CLIENT: Mr. & Mrs. Stanley Fasack 2904 Managua Drive Carlsbad, California 92009 LEGAL: Lot #16 of Map 8302 ADDRESS: 2904 Managua Drive Carlsbad, California ENGINEER: William J. DeBerry Civil Engineer, C 34545 0 U, U, PRINTED ON CLEARPRINT bOOM -r - - - - DRAWN ____j CHECKED DATE Q/io/7 SCALE JOB NO. /'-/097 EHEET ':1 OF j - -I------ - Ui I i'ii A4LL LtL& gLii. LVUNIT # MODEL DDRESS Z9OL7L ,%44AJfl(4 ,1 2, ,e,'D.árirpjew Dliii it.l( . - . . . CLASS & SHAPE CONSTRUCTION STRUCTURAL - EXTERIOR !ROOF j-. - HEATING - FLOORS FLOOR FISH -.: INTERIOR FINISH - Light )( Frame Stucco - Flat /4 ( Forced ring B 1 2 Material Grade Walls eihng Sub-Standard Box )( Gable /4 Wall ect Fix ]E[7' - p1 Standard onc.BIk. Siding x " )( Hip /4 Floor umbing : : Above-Standard 6 I I 8 Ply & Batts Shed /4 Elect Red RAflNG(EGAFP)k KITCH DETAILS — VCrL I- Stories Special Adobe Routed Ply End Eaves Thermo Nat Fin Cabs - L VL71b TYPE . Brick Shingle Dormers Painted Cabs I DESIGN FOUNDATION Slump BIk. -USE Shake Raft. "x "- Oven&Plaée - P17) VLTI X Single Concrete Floor Joist B&B I IT&G Gutters Fireplace Dishwasher - - - — VL77) Double lConc. BIk. . . SntRI4 ILg.Rk ,- Break. Bar Bed Duplex - - Brick - - Brick I IStone - Shingle — COOLING Pantry BP Apartment lWood . - - Shake — Réfrig. T n I Lumln.Ceil., — Flat-Court - - Piers Concrete Floor WINDOWS X Tile I IT1.Tn Wall Unit Bit-in BBQ 07'L- Motel =I D.H1. lCasern't — "4-btljj/ôO Kitchen : - : InsuIatedCeII'gs X 1M.S.1Lvr. - Compo.; — Heat Pump J Drain Bd Material: Lgth: Ft. Splash: Units - Light I f Heavy X InsulatedWalls X I SIld.GI.Door Corn 'oShingle I CR - / )'V /2 IT50BATH DETAIL CONSTRUCTION RECORD EFFEC. YEAR APPR. YEAR _N&0 _ Tj(EG.A.F.P) — —c-- FINISH - - FIXTURES SHOWER Builder •L4Ri)' .' Agà Rem Life ' 'Tbi % Owel 1 I55-7' Cond .rch Attr Fun Plan Con- form Str Cupd ep Clos't Work- mnsh Ent. —.Walls k Là u4 Type Grade t@T3cFlnls Per. No. Fo/ * -'Amount -Date ç/0 Z45gz-r iq Ie)8 i Q ii NpFloor f17- z,erLAuD ioi-ie 2-1-e'7 - __ — .L _____L -i C19 1 1-3 -1 — — . -. — .. .. . — PULLMANS NO. LGTH. - - - - IN. SPECIAL FEATURES ?lZ4 JerAZ OcO fl15' ____ Dressing Area Central Vac. x gyLiTh tijjp -'7o 4--i)-4/ — — — — .. /, Wet Bar 1 YdA Excess Glass. Walk-in Closets DATE OF COMPLETION, . b-2-5e8 Appraiser& Date .. 47i 2_11q /P 5(( ii-8 t.)-Z" iaIcz ä4 7c141u1a 4'4/, Unit Area Unit Cost Unit Cost COst Unli Cost Cost Unit Cost -Cost Unit COst - Cost Unit Cost Unit - Cost Unit Cost Cost ost 7010 t 2662 4117 - 00 V0,11 -t 3 000 -'CJ-() ) 9 - - 7Y)$3 ZoOO H- 14 r\.cj&i 100 000 13, (5000 Rt'z. Alw P o.30 ,,p q0 . - TOTAL rorA L.. //0 000 -t- 3it.057 u2Q() Q 0 F$jn lOb aDo lt71 NORMAL% GOOD lao IA$ .ZCOOV R.C.N.L.D. E50A-11 (Rev. 5m4) Ose 4icOOOO- NY1EGO CO-CALIFORNIA MISCELLANEOUS BUILDING HECOIW PARCEL AnnDrec 2'/ô 4 44/iN ISHEET'2- OF. SHEET DESCRIPTION OF BUILDINGS ,,0 Structure Size Found. Bldg. Wall & Exterior Floor & Interior Detail 2oIds 7 or Lart ; : 7*441 rypeR00fcover D ''A W, ii4_c2,iL?, - - COMPUTATION Appraiser-Date Bldg. No. Area UnIt Cost % A. C N. L.N.D. Unit Cost Cost W A. C. N. L..N.D. Unit Cost Cost W A. C. N. L.N.D. Unit Cost Cost 1V R. C. P1 L, N. Total Appraiser —_Dote ________ Bldg. No. reo Unit Cost C t Good R. C. N. L. _N.D. Unit Cost c 22 R. C. N. L.N._0. Unit Cost Cost % Good A. C. N. I... N._0. Unit Cost Cost % a224 R. C. N. L._N._0 Total flEL-A-15 (5-76) SM PERMIT APPLICATI N CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760)438-1161 r74g FOR OFFICE USE ONLY PLAN CHECK NO. /'R ?7' EST.VAL. rf 17 Plan Ck Deposit Validated B Date Address (include Id'Suie #) Business Name (at Legal Description Loi.No, Subdivision Name/Number Unit No. Phase No. Total if of units Assessor's Parcel # Existing Use Proposed Use Descripjion of Work SQ. FT. #of Stories # of bedrooms if OT uatnrooms 9/7 2. CONTACT PERSOt Name Address City State/Zip Telephone # Fax # IAPPLICA `01. Name Address City State/Zip Telephone # Name Address City 'State/Zip Telephone # 6 CONTRACTOR COMPANYNAME - i. ff (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 ($5001). Name . Address . City State/Zip Telephone # State License # License Class City Business License # Designer Name Address City State/Zip Telephone State License # 6 WORKERS COMPENSATION -- Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 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. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date. (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS j$106) 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 secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the coat of compensation, damages as provided for In Section 3706 of the Labor code, Interest and attorney's fees. SIGNATURE . . DATE 7 OWNER BUILDER DECLARATION ' I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 I, as ownarof 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). 0 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 eason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number I 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): 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 COMPLETE THIS SECTION FOR NöN,RESIDENTML BUILDING PERMITh ONLf3 • 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? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 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. U'_" CONSTAUCTIOLENDIUG AGENCY I hereby affirmthat there is a construction lending agency for the performance of the work for which this permit Is issued (Sec. 30970) Civil Code). LENDER'S NAME LENDER'S ADDRESS________________________________________________________ 9 APPLICANTCERTIFICATION 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 Cite' 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 by the Building Official under the provisions of this Code shell expire by limitation and become null and void if the building or work authorized by such permit is not a wi 65 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 t o for a period of 180 d Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE • : : : DATE WHITE File ELLOW Applicant PINK Finance EsGul Corporation ProfessionafP(azt Review Engineers . DATE May 21 1997 D APPLICANT I,JURIS. , S JURISDICTION Carlsbad D PLAN REVIEWER 13 FILE PLAN CHECK NO.: 97-668 REV .SET:I S •' PROJECT ADDRESS 2904 Managua PROJECT NAME Maid's Room Extension Fire Damage SFD The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's ********* codes The plans transmitted herewith will substantially comply 'ith'the jurisdiction's building codes when minor deficiencies identified in the attached list are resolved and checked bybui1din'g department staff. • The plans tthnsmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheák. The check list transmitted herewith is for yo-Ur information. Theplans are'beiho held at Eil 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. El The applicants copy of the check list has been sent to,: - • ., . I 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: Kurt Culver for A. Doliénte . . . S Enclosures: City-approved plans Esgil Corporation • ' . . [1 GA E]'CM El EJ El Pa',. 5/1/97 ' trnsmti.cot :- '.5 * . , - ? .'.• . S .4 . 9320 ChesapeakeDrive, Suite 208 • San Diego, California 92123 . (619) 560-1468 • Fax (619) 560-1576 Carlsbad 97-668 REV May 2, 1997 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS ANbDUPLEXES PLAN CHECKNO.: 97:668 REV PROJECT ADDRESS: 2904 Managua FLOOR AREA: +51 REMARKS: DATE PLANS RECEIVED BY. JURISDICTION: 4/28/97 DATE INITIAL PLAN REVIEW Doliente COMPLETED: May 2, 1997 JURISDICTION: Carlsbad STORIES: 2 HEIGHT: n/c DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/1/97 PLAN REVIEWER: Kurt Culver for A. FOREWORD (PLEASE READ): . . . . This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, Natibnal 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. Clêarancé from those departments may be required prior to the issuance of a building permit. . . Present California law mandates that residential construction comply with Title -24 and the following model codes: 1994 UBC (effective 12/28/95),.1994 UPC (effective 12/28/95), 1994 UMC (effective 2/23/96) and 1993 NEC (effective 12/28/95). 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, 1994 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 his been addressed, i.e., plan sheet number, specification, section, etc. Be sure to enclose the marked up list when you submit the revised plans LIST NO. i GENERAL SINGLE FAMILY DWELLINGS AND DUPLEXES WITHOUT SUPPLEMENTS (1994 UBC) r3f0rw.dot * _ City, of Carl sbad BUILDING PLANCHECK CHECKLIST DATE 6/S77 PLANCHECK NO CB BUILDING ADDRESS - PROJECT DESCRIPTION f ç )s4i 9() roi- I ASSESSOR'S PARCEL NUMBER 2)- LqL - 0,3 EST VALUE Lç -7q Lot ENGINEERING DEPARTMENT I. APPROVAL •• DENIAL The item you have submitted for review has been Please s e attached report of deficiencies approved The approval is based on plans marked wi 0 ake necessary corrections to plans information and/or specifications provided in your or specifi •ons for compliance with applicable submittal; therefore any changes to these items after codes and standards. Submit corrected plans and/or this date including field modifications must be specifications to this office for review reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached as failure to comply With instructions in this report can result in suspensiorthf permit to.build. By Date A Right-of-Way permit is required prior to construction of the following improvements:By Date By Date FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT Date ATTACHMENTS ENGINEERING DEPT CONTACT PERSON Dedication Application Dedication Checklist Improvement Application Name David Rick Improvement Checklist City of Carlsbad Future Improvement Agreement Address 2075 Las Palmas Dr.-,Carlsbad CA 92009 Grading Permit Application Phone (619) 438-1161, ext. 4324 Grading Submittal Checklist Right-of-Way Permit Application- . • Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet I A-4 CA 9200911576 • (619) 438-1161 • FAX (619) 43894 BUILDING PLANCHECK CHECKLIST . SITE PLAN 1sT' 2NDI 3RD/ \ y ) 5// ;7 .1. Provide a fully dimensioned site plan drawn to scale. Show: 'North Arrow Property Lines Existing & Proposed Structures v. Easements C. Existing Street Improvements F. Right-of-Way Width & Adjacent Streets -. G Driveway widths 2 Show on site plan Drainage Patterns / , •, 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or-an approved' drain 'age course. / /' \ • 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building.' (B/.Existing & Proposed Slopes and Topography 3 Include on title sheet A. Site address 0, - • . B Assessors Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include: -. total building square footage,with the square footage for each different use, - existing sewer permits showing square footage of different uses (manufacturing,- •• • ware house,office, etc) previously approved. . I • . - •• 1' •• EXISTING PERMIT NUMBER DESCRIPTION C • . • • - • • • • ,: - DISCRETIONARY APPROVA -COMPLIANCE FJ 5 Project does not comply with the following Engineering Conditions of approval for - Project No. -- . - F 6.- All conditions are in compliance. Date: - G:LIBRARY\ENG\WORODoCSCHKLsr\auikjing Plantheck Cldst BP000I Form DR.doc • 2 - - Rev. 12126/96 - BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS 1ST/ 2ND/ 3RD/ . 7. Dedication for all street Rights-of-Way adjacent to the building site and any storm • . ' drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 %" x 11" plat map and submit with a title report. Alleasement documents must be approvedand • signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process i Submit the - completed application form with the required checklist items and fees to the • Engineering Department in person. Applications will not. be accept by mail or fax. Dedication corrpIeted.by:' Date: IMPROVEMENT REQUIREMENTS IJ U 8a. All needed public improvements upon and adjacent to the building site must ,be constructed at time of building construction whenver the value of the construction exceeds $ •, pursuant to Carlsbad Municipal, Code Section 18.40.040. • • . .; n Public improvements required as follow: • Attached please find an application form and submittal checklist for the public - improvement requirements. A registered Civil Engineer must prepare the . • appropriate, improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through .a separate plan check process. The completed application form and the requirements on the checklist must besubmitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted - - and fees paid prior to issuance of building permit. • - -. Improvement Plans signed by: Date: • 11 13 . 8b. Cons'trüction of the public improvements may be deferred pursuant to Carlsbad • • . Municipal Code Section 18.40. Please submit a recent property title report or - • current grant deed on the property and processing fee of $ '. • • so' • • - • -• we may prepare the necessary Future Improvement Agreement. This agreement • • must' be signed, notarized and, approved by the City prior to issuanàe of a Building permit. • ' • • Future public improvements required as follows: .•- G:LIBRARYENGWORDDOCSCHKLSrrBoildurg PIonthecr Mist BP0001 Form OR.doc • Rev. 12/26196 '' . .• . . .. . BUILDING PLANCHECK CHECKLIST 2 3rd/ . . . ... .. . . - - U 8c. Enclosed please find your Future Improvement Agreement.. Please return agreement signed and notarized to the Engineering Department - •. . Future Improvement Agreement completed by: . •'.Date: . .' • . . - 8d. No Public Improvements required. SPECIAL NOTE: Damaged or defective -- . '.: •'- .. . improvements found adlacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. . .. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in' Section 1.1:06.030 of the Municipal.Code.- . . `9a. Inadequate ihformation available on Site Plan to make a determination' on grading requirements. Include accurate grading quantities (cut, fill import, export). E l II 9b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer' must be submitted 'together vith, the completed application form * attached. NOTE: 'The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit Grading Inspector sigh off by: - . • Date: ' . 9c. Graded Pad Certification required.. (Note:, Pad certification may be required even if a grading permit is not required) 9d No Grading Permit required ' MISCELLANEOUS PERMITS . .. . .. • • . ,. .' • . . , LI 10. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way arid/or . ' prniate work adjacent to the public Right-of-Way. Types of work include, but are - . • • not limited to: street improvements, tree trimming, driveway construction, tieing into public sto'rni drain, sewer and water utilities. • . Right-of-Way permit required for • - -. . - •. - .. - 4 G:LJSRARYENG\WORDDOCS\CHKLST\BUIIdjflO Plancheck Cklst BP000I Fonn DR,doc • . . • • • Rev. 1226/96 • • -' .... . BUILDING PLANCHECK CHECKLIST • ': stj 2nd/ 3rd./S • ..• - •0 11 A SEWER PERMIT is required concurrent with the building permit issuance The fee is noted in the fees section on the following page 12.'INDUSTRIAL WASTE PERMIT is required. Applicant must complete lñdstrial 4 Waste Permit Application Form and submit for City approval prior to issuance of a Permit Industrial Waste permit accepted by Date .- 13 NPDES PERMIT Complies with' the City's requirements-of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to .. discharge to; sensitive áreas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first / I 14 Required fees are attached , Ear No fees required - -S_ - - . - . .5 5 . 5, 15 Additional Comments + 5 . ,, •5 .4 . _5_, .- . - - . . . . 25 - - • . 555 - • - S . p - PS • . . ij.', - --: . 4 50 54 Pt , S --S - - - . - . . . . P -' • • .. -S \ 4 * -4 ---.. - S. -- - - - -. . -. . • -. -. -.- - •.1 •• - 5 . - . , . . . •---.':' 4 - . . . . - - . - S • • ..- S o • - sps - 4. 5 - 5. 5 - . Z ' •- - . . -•' S. _ •' - •. ,-. '5- ,•.. . S ••• S ' S • - '''5. 5'•• . . •- -5. - ....•_ . - cl5_ . 4 S. . .5 - . . . S - . - • -: 45 5 ' . 5 5- ••..•• -, 4 4 5- - 5- , G PIJBRARY'€NG\WORD\DOCS\CHKLSTSBIIIIdh,g Plantheck Cklsl BP0001 Form OR doe -, F ' Re 12)26/06 S .5 . 4. • - - .5 . -, - .5• 5,_ . - -. - -, - 5 -- •5._ . - .5 . - - 55 5 $ - 'P . . -.- - . ' P ' 5' -. S