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HomeMy WebLinkAbout1542 OAK AVE; ; PCR04037; PermitON of Carlsbad Plan Check Revision Permit No PCR04037 Job Address 1542 OAK AV - Status ISSUED Permit Type PCR Applied 02/25/2004 Parcel No: 156211080b Lot U: 0 Approved: 08/23/2004 Réferer?ce No: CB030864 Issued: 05/17/2004 PC #:' - Inspect Area Project Title MSK DEVELOPMENT 630 SF 2DU SPACE ABOVE GARAGE - -. Applicant Owner OAKAVELP r OAKAVELP 1542 OAK AV 1542 OAK AV CARLSBAD CA CARLSBAD CA el - - -- - - -- I Fees $0 00 Additional Fees $0 00 Total Fees $0.00 Balance:'$0.00 1 FOR OFFICE USE ONLY PRMIT APPLICATION ', 4`7rjo PLANCHECK ES Ti NO dItoFrCARLSBADBU1LDING:DEPARTMENt.1A - Plan Ck Deposit - -•• 1635 Fathday Ave", Carlsb d,t CA 92008 Q711,I d d B c 3 _____ - -PREJjNFORMATION - - 9i-12 OA au CJIO ISWZ C4KvQ , . BusinessName(atthis ss)-,• s",.- - ;Legal Description • •-- - •' -'- .- -Lot No. Subdivision Name/Number* - ---- - Unit No. Phase No.- Total-.# of units Assessors Parcel# — Existing Use ML - / Descriptidn of Work .- .'.. SOYF'l. -' #ofStories -- .# of B rooms- - #o Ba hr ms-- -&M aae 'je OtA apphcaqy 7 a- \J 'p1A SZL (" Name- , . -. Address.-- - --- • -,. -- City, — - .— -.- --State/Zip - Telephone # - Fax # L3 APP D C&iitractoT 0 nr D Agur for Ow ner * L Name --.- . Addresi --- - C ty ----..- State/Zip--. Telephone 4. . . . " tName Address City Ctdte.Zp ., . Telephone Ol #- * (Sec 7031 5 Business and Professions Code Any City oCounty which requires ,a permit to construct alter improve demolishror'eai anystructure prior,to its issuance also require 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 CodeV 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) 4. --••,,- -. - - ..,, - - - .-• ..-,, - ..- - . - . - - -r tName • jy-: - .. '° - (';v Address" --i4 -' - -.' State/Zip' Telephone # State License #1 License'Class City Business License # DeSigner Name ,,, -Address City Al State/Zip Telephone,, - State.License#- l. WORKERSCOMPENSATION 'Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the fo$$owinq derations: - - -. - - i, 4; . - S '• I have and will maintain a certificate oL,onsent toselfyinsure forfwbrkerscómpénsation.as.provided by Sectidn3700 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 I Policy No.: . Expiration DateJil 1... - THlSSECTiON NEED NOT BE COMPLETED IF THE-PERMIT. IS FOR ONE HUNDRED DOLLARS 1$-lOOl-OR LESS).- 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for whichthis pèrmitis'is'üed, l'shäll not employ any pér'son in any mnnrso s to become subject to the Workers Compensation Laws of California r 4 - ;WARNING: 'Failüre'tô secure workers' compensation :coverage-is uniawfuI andsha!I subject an empIoyer to-criminal penalties and civil fines' up to one 'hundred - thousand dollars ($100,000), in addition to the cost of compensation damages as provided for in Section 3706 of the Labor code interest and attorney's fees SIGNATURE - - ------------------ _______"—-'•'-.-- _— __-" •-,-_,' - --_'-:--'-', ,— - DAYE WkJLDERLrATij " .,.- .1 hereby affirm that]am exempt from.the Contractor's License Law for the following reason: I as owner of theroperty ormy employees with'wages as thir sole compensation; will do the work and thiructure 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 doses '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 yea r-ofcompletion,the owner-builder, will have-the;burden ofproving,that-he did not' build or improve for the purpose of sale)..--'U 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 owner of property who builds or improves thereon, and contracts for such projects ,with contractor(s) licensed pursuant to the Contractor's License Law). - - - - - - - - - - '- - - - - -- - - -- 0 I am exempt under Section Business and Professions Code for this reason - ,1. I personally plan to provide the majoi labor and materials for construction of theproposed property, improvement. 0 YES. DiO., : - - -• ---- - - -- - , 2. I (ha*é / have rSt) sinedan applicàti6n fOr a building permit for the'proposèd wOrk. I have contracted with thei011owingperson (firm) to provide the proposed construction (include name / address,,phone, nümber/ contractors license number): . - 4. I plan fo'provide portions of,thë drk,but I haveI-iir'sd the following person to'coárdinaté supervieaitdpro'idethe thajdr work )iriclude name / àddrOs's/ phOne number / contractors license number): -------------- _ - __-__- _-_- _-. __-- __• _. __- 5. Iwill 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 tz EN 3 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 Hazèrdous Substance-Account Act?- 0 -YES-' .0 NO'- -- - . - - ls the applicant or future building ocupant reuired to obtain aerrnit froth air-'pollution control lstrict or air quality management district? 0 YES 0 NO - 'Is the facility to be constructed iNithin 1,00O,yeetoftheôuter bound&ry ofa school site? - 0 - NO, IF ANY OF THE, ANSWERS ARE YES, AFINALCERTIFICATE OF 0CCUPANCYMAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING.THE - REQUIREMENTS OF TIiE OFFICE OF EMERGENCY SERVICES AND TAE AIR POLLUTION CONTROL DISTRICT. "- - ,t8NRUrIoNCENDlNG3ErllcY - * - - : ia 1 hereby affirm that-there is a construction lend n agency-for-the performance of,the work4owhich this permit is, issued Sec 307(i)Civil Code). - - tLENDER'S NAME- --- __-- __- LENDER'S-ADDRESS . _N.______-. __- ______ -'-".1_•-___-- - , - - -------- — -'a------- --- -' - ... r -- - - I certify that I have rád the4application and tate-that th-àboveinfOmation iC cárn'ect and tSat.th iiIorrnation &i the plans i ac1curatè. I agree to comply ith all - .tCity ordinances1 and State-laws relating iobuildingconstrJction. .l he'reby äuttórize representative's of-the. Cit'of Carlsbad to eriter;upon the -above mentioned property for inspectiOn purposes. I ALSO AGREE TO. SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF"CARLSBADAGAINST ALL LIABILITIES. - JUDGMENTS. COSTS-AND EXPENSESWHICHMAY IN ANY WAY'ACCRUE AGAINST SAIDCITV INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. - OSHA: AnOSHA permit is required for excvationove5'O over 3 stories in height.-- 2 RMC ~& EXPIRATION: --Every permit issued b?-the'building Official-under the provisions f this Code shallepire:by'limitatiOn -and become hull and void-if-the building or work-I' X/authorized by such permit is no ommenced within 180 days from the date-of-such permit or if the buildin or work authorized by such permit is suspended or abandoned - at any time-after-the work is- omm nced for a eri of days (Section ,-106.4.4 Uniform Building Code). - --. -- - - - "-. - -- ' - - APPLIAN1SSIdNATURE----(A4'-__-_'-__- _• _-_--fi.-_' ___- __________-- DATE -- _-'2._-2_-5-;-'- - - - - E: File"YELLOW: Aplint- 'PlNK: Fiánce ° - -. -, -- - EsGil Corporation In (Partnership with Government for cBui(iing Safety DATE: 04/19/04 LI APPLICANT U.J JURISDICTION: Carlsbad LI PLAN REVIEWER U FILE PLAN CHECK NO.: PCR04-037 (03-864) SET: III PROJECT ADDRESS: 1542 Oak Ave. PROJECT NAME: Add Habitable Room 2nd Dwelling above Detached Garage/ Gallagher The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. Z The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed checklist and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted. for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. LI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: Fax In Person 7 LI REMARKS: 1) ngineer of record to stamp and sigh plans. 2) Sq footages have been reduced from 758 to 630 and now a 2nd dwelling. Added sq footage for decks/stairs to be 136. Sending back previous approved City sets. \ Enclosures: Esgil Corporation E GA LI MB LI EJ LI PC 04/12/04 trnsmtl.dot 9320 Chesapeake Drive, Suite 268 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 / EsGil Corporation In (Partnership with Government for (Bui(ding Safety DATE: 03/29/04 0 .0 APR ICANT OJURI. JURISDICTION: Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: PCR04-037 (03-864) SET: II PROJECT ADDRESS: 1542 Oak Ave. " PROJECT NAME: Add Habitable Room 2nd Dwelling above Detached Garage/ Gallagher I1 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LII The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. ' The plans transmitted herewith have significant, deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. S LI 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: Jim Kamphuis 1542 Oak Ave Carlsbad, Ca., 92008 LI 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: Jim Kamphuis , . Telephone #: (760) 434-6645 Date contacted: 3)29J04 (by: Fax #: Mail __Telephone Fax— In Person LI REMARKS: Sq footages have been reduced from 758 to 630 -and now a 2'' dwelling. Added sq footage for decks/stairs to be 200. By: Ray Fuller Enclosures: Esgil Corporation , LI GA LI MB L1 EJ LI PC 03/22/04 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 : . Carlsbad PCR04037 (03864) : 03/29/04 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad. PLAN CHECK NO.: PCR04-037 (03- 864) .. - PROJECT ADDRESS: 1542 Oak Ave.- SET II DATE PLAN RECEIVED BY ;. '.' . DATE RECHECK COMPLETED: ESGIL CORPORATION: 03/22/04 .. . 03/29/04 REVIEWED B: Ray Fuller FOREWORD (PLEASE READ): . .' This plan review is limited to the technical requirements contained in the Unifom 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 Departrrent 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, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or, city law. A. 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. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case'you did not keepacopy of the prior correction list, we' have enclosed those, pages containing the outstanding corrections 'Please contact me if you have any questions regarding these items. C. 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 changes been made not-resulting from this list? IYes . " No - - , •• Carlsbad PCR04-037 (03-864) 03/29/04 The items listed below are from the previous list. These remaining items have not been adequately -addressed. The remarks in bold are to emphasize the remaining problem. The scope of work has changed from habitable room above detached garage to a 2'' dwelling and sq footages have been reduced from 758 to 630 and additional corrections have resulted. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92009, (760) 602-2700. The City will route the plans toEsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. - Final sets of plans and any new calculations to be stamped and signed by engineer of record also. .- - 2. The plot plan must clearly reflect the distance between the units. Assume it is to still be 10 ft as noted on previously approved garage plans. If less than this then eave overhangs, fire separation may be additional issues i.e. if less than 6 ft then I hour eaves, firewalls and STC of 50 would be required. All eaves would need to be a minimum of 30" from an assumed property line over required windows and any eave closer than 3 ft (minimum of 2 ft) from an assumed property line must be I hour protected. . The bonus room appears to be habitable as plans reflecting A/C and energy calculations would be required. The bonus room on A-I needs to be-noted as a 2 nd dwelling and the sq footages for energy need to reflect 630 sq ft instead of 758 noting. Need to note the sq footages of the deóklstairs on cover sheet (200). 17. Specify location and size of sub panel for addition. Verfiy main panel is capable of providing 200 amp sub panel as shown on A-2. Main panel is 200 amp existing? 19. Provide plans, calculations and worksheets to show compliance with current energy standards. Show fluorescent lighting for kitchen and switch(s) and correct sq footages. Carlsbad PCR04-037 (03-864) 03/29/04 22. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. The plans do not appear to comply with recommendations and need to be reviewed. Detail IAIA-4 to reflect depth into natural of 18" minimum, spread footings to have a minimum depth of 18" (A2 noting 15"), horizontal steel for the footings to be 3' from top and bottom, sand layers to be 2" above and below the visqueen etc. Please revise notes and details to reflect recommendations in the report. Response was this to take place after permit issuance but note needs to be on the plans. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). Not provided. Show support for all point loads i.e. size of members supporting beams with large spans i.e. SB-2. No A-5 schedule given when no shear schedule occurs? See Lower front of garage where detail 4/A-4 states see schedule and only a Hardy Frame shown? Details 1-4 should reflect minimum spacing unless otherwise noted? Verfiy overturning load path to continue to foundation or show in calculations that dead loads from floor framing can resist these loads. Please recheck placement of hold downs for all floors i.e. line 2? . CITY OF CARLSBAD REQUIRMENTS The plans have been revised and bonus room is now a 2d dwelling. This unit must now comply with requirements listed below. New residential units must be pre-plumbed for future solar water heating. Note "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 "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). Carlsbad PCR04-037 (03-864) 03/29/04 33. 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). To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the'plans. Have changes been made to the plans not resulting from this correction list? Please indicate:- Yes El No U • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact-Ray Fuller at Esgil Corporation. Thank you. • 4; 2 EsGil Corporation In Partnership with government for Bui(Iing Safety Y DATE 03/04/04 U CANT - JURIS JURISDICTION: Carlsbad ', - ,' .' . U PLAN REVIEWER El FILE PLAN CHECK NO.: PCR04-037 (03.864). SET: I PROJECT ADDRESS: 1542 Oak Ave. * PROJECT NAME: Add Habitable Room above Detached Garage for Gallagher III The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building ôodes., LII The plans tansmitted herewith will substantially' comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and thecked.by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and. should be corrected and resubmitted for a complete recheck. - The check list transmitted heewith is for-your information. The plans are being held at Esgil Cororatibn 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 ofthe check listhas been sent to: - Jim Kamphuis 1542 Oak Ave Carlsbad, Ca. 92008 • 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: Jim Kamphuis . Telephone #: (760) 4346645 Date contactedjL{/oS1 (by: FF - Fax MaiI—TeIephone Fax,' In Person . • LI REMARKS By Ray Fuller Enclosures Esgil Corporation •, .. ••• LI GA LI MB LI EJ [1 PC 02/26/04 trnsmtl.dot -S 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 - - • __I iTIiIA If' OAt iarisuaa r..,1w9-03, -ou.r, - 03/04/04 ' PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO: PCR04-037 (03-864)-JURISDICTION: Carlsbad PROJECT ADDRESS 1542 Oak Ave FLOOR AREA STORIES 1 Room Addition 758 -. HEIGHT:- 11 ft per UBC REMARKS DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION 02/25/04 ESGIL CORPORATION 02/26/04 DATE INITIAL PLAN REVIEW PLAN REVIEWER Ray Fuller COMPLETED: 03/04/04 14 FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in thdUniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the'disabled. This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning,,Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. -. Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02) The above regulations apply to residential construction, regardless of the code editions adopted by ordinance The following items listed need clarification, modification or change. - All items must be satisfied before the plans will be in conformance with the cited áodes and regulations.. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, - please note on' this list (or a .copy) 'where each. correction item has been. addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. .. . -- , Carlsbad PCR04-037 (03-864) 03/04/04 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets car! be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA , 92009, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departrnen,ts,.. - 2. Bring one corrected set of plans and calculations/reorts to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA' 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed bytheCity Planning,. Engineering and Fire Departments until review by EsGil Corporation is complete. •• , • - 1 Final sets of plans and any new calculations to be stamped and signed by engineer of record also. 2 Per City requirements listed below a soils report is required for this project 3. The bonus room appears to be habitable as plans reflecting A/C and energy calculations would be required 4 Sections to reflect required insulation for underfloor, walls and attic per the calculations. Could not locate if separate water heater to be provided and if so specify location.' If in garage.show required protection, 18" platform, T&P to the exterior, strapping etc. Could not locate where air handler was located. If placed in attic as appears from roof framing plan then verify minimum 30" head clearance is provided at lowest point of access hole as appears will need to be move to center of room . If this is ever to be used for sleeping then access would need to come from exterior as cannot come from a bedroom or bathroom. Appears would need to be shown in garage with 18" platform. If bonus room is not to be for sleeping then this should be noted on the plans. • • If bonus' room ever to be used for sIeping purposes then outlets-would need to be arc fault circuit protected Could not locate details for the landing and suppOrt i.e. post and beam and connections and ledger attachment Detail and reference' ledger attachment of deck to wall to include-type member attaching to and size, length and spacing of lags for example - . - - - - vp Carlsbad PCR04 037 (03-864); 03/04/04: '- 10. Could not locate stair details, handrails, guardrails etc. 11. Could not locaté'size of door and missing window sizes. Verily all windows sizes. are specified on floor plan and how they open. Required exit doorways shall be not less than 36" in width and not less .than 6'8" in height. Section 1003.3.1.3. .12. Note on plans that bay window is to be a self supporting factory unit or-provide details for support 13. Garage requires one*hour fire protectionon the garage side of walls in common with the dwelling tO roof sheathing. If lid of garage to be part of separation show or note that either 2 layers of 5/8X or RC at 16" oc 'is required for the ceiling and show or not&that all supporting walls have 5/8x protection also. 14. Guardrails. (Section 509.1): • - ' ' . Shall have a height of 36". . Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. • '. C) Openings between railings shall be less -than 4". The triangular openings formed by the riser, tread and bottom element of a guerdrail at a stair shall be less than 6". ., '• 15. Provide stairway and landing details Sections 1003.3.3. a) Maximum rise is 7"and minimum run is 11". When the, stairs serves less . than 10 occupants, or serves an unoccupied roof, rise may be 8" -maximum and run 9" minimum. . b) - Provide structural details to include stringer size, spacing and how -stringers are supported at the top and bottom of runs. 16. Handrails (Section 1003.3.3.6):' • • • a) Handrails and extensions shall be 34" to 38" above 'nosing of treads and be continuous. b) The handgrip portion of all handräils shall be not less than 1-1/4 inches - -. • 'nor niorethan 2 inches in cross-sectional dimension. Handrails projecting fron walls shall have at least 1-1/2 inches between the wall and the handrail. - • • •, ' c) 'Ends of handrails' shall be returned or shalihavé rounded-terminations or • • bends. - • ,. " - • , - 17 Specify location and size of sub panel for addition 18. Per NEC Art. 210-11(c)3, note on the plans that bathroom circuitingshall be - • either: • -• • - * • a) 'A 20 ampere circuit dedicated to each bathroom, or . - b) At least one 20 ampere circuit supplying only bathroom receptacle outlets. - • . t . • - • • 4 Carlsbad PCR04-037 (03-864) 03/04/04 19: Provide plans, calculations and worksheets to show compliance with current energy standards. 20. The regulations require a. properly completed and properly signed Form CF-I Rto be either imprinted on the plans,* taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. 21. Specify on the building plans all of the mandatory energy conservation requirements as listed on the "Mandatory Measures Checklist" 22. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's. findings and shalicomply with UBC Section 1804. 23. Investigate the potential for seismically induced soil liquefaction and soil instability in Seismic Zones 3 and 4. Section 1804.5 24. If applies: The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing thét: The building pad was prepared in accordance with the soils report, • The utilitytrenches have been properly backfillèd and compacted, and The foundation excavations, the soils expansive characteristics and . bearing capacity conform to the soils report." 25. Provide a letter from the.soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are iroperly incorporated into the construction documents (when required by the soil report). 26. No foundation details provided. Referencing detail 2/A-4 and this shear transfer detail at the roof. • S • 27. Are footings existing and if so then detail and reference existing footings and retro fit hold down anchor bolts required for shear and special inspection noted and form completed. If new then detail and .reference. . 28. Please recheck plans to verify they match calculations for both length of shear and hold downs as they do not appear to match plans or lines noted i.e. line A at lower floor where shearingthru vindow and HD8'S required? Notes in ink and changes in ink to be on vellums or CAD drawings so as to be a permanent part of the plan i.e.. added CS straps in ink. 29. . Verily overturning load path to continue to foundation or show incalculations that dead loads from floor framing can resist these loads. . Carlsbad PCR04-037. (03-864) .. 03/04/04 - Provide Strong Wall details and reference to the plans. CITY OF CARLSBAD REQUIRMENTS. All new residential buildings, including additions, require ,a soils report. An,update letter is.required if the report is more than 3 years old. If a room addition is less than 1000 sq. ft. in area and only one story, then -a soils report is not required. To speed up thereview process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please ihdicate 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 0 -, - .No U - •-. - - . The jurisdiction has contracted with Esgil Corporation -located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items; please contact Ray Fuller at Esgil Corporation. Thank you. - -S 3 - S -• -- S 5- Carlsbad PCR04-037 (03-864) . 03/04/04 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad , PLAN CHECK NO.: PCR04-037 (03-864) PREPARED BY: Ray Fuller DATE: 03/04/04 BUILDING ADDRESS: 1542 Oak Ave. BUILDING OCCUPANCY Ui TYPE OF CONSTRUCTION VN BUILDING PORTION AREA (.Sq. Ft.) Valuation Multiplier Reg. Mod.. VALUE ($) Room Addition 758 92.00 0 69,736 Stairs/Deck 80 - 12.00 - . 960 Air Conditioning 758 3.00 2,274 Fire Sprinklers TOTAL VALUE 72,970 Junsdictiori Code 1GB f By Ordinance I $433.61 I Bldg. Permit Fee by Ordinance ;j] I $281 851 Plan check Fee by Ordinance Type of Review: Eji Complete Review fl Structural Only - E Repetitive Fee :I Repeats. El Other Hourly I Hour * ____ - Esgil Plan Review fee I $242.82 Comments: 0 0 0 Sheet lofl - macvalue.doc PLANNING DEPARTMENT •• BUlL NGPLANCHECKREVIEWCHECKLIST L/ 10377 PanCheckN GB Address Planner Phone (760) 602- Js1I APN: •' /ff ;f/Qf M __ Type of Poject & Use: Net Project Density: DU/ACMn Zoning: /'1C5'GèneraI_Ian:/idttFacilities Management Zone' CFD (in/out) #bate of participation: Remaining net dev acres:______ -• (For non-residential development: Type of land used created by this ,. Circle One - permi.. . . . G) I . . CL Legend: Z. Item Complete 12 Item Incomplete - Needs your action 0 5- Environmental Review Required: YES NO TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: \0 0- Discretionary Action Required: YES NOTYPE N APPROVALJRESO. NO. DATE 1 PROJECT NO. OTHER RELATED CASES: Cômpliaribè withconditions or approval? If not, state conditions which require action. Conditions zof, Approval: S • S 0 0 Coastal tone Assess ment/Compliance• Project site located inCôastaI Zone? YES____ NO____ CA Coastal Commission Authority? YES____ NO____ If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES • NO____ If NO, complete Coastal Permit Determination Form now.- • Coastal Permit Determination Log #: __________ ••• • S • Follow-Up Actions: • • StarnØBUilding Plans as "Exemt'.or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed 0 0 Inclusionary Housing Fee required: YES NO \\ - (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) • Data Entry Completed? YES NO ; 5 -' • • -(A/PIDs, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees,Construct Housing Y/N, Enter Fee, UPDATE!) - , ' \• • Sute Plan H:'ADMIN\COIJNTER\BidgPinchkRevChklst S • - Rev 9/01 JJ'IJ 0 1. Provide a fully dimensional site plan drawn t0.scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way '. width, dimensional setbacks and existing topograpcal lins (including all side and rear yard v slopes). CMI ?4 iir- 1çj ote_-..J, 2. Provide legal description of property and assessor''pael number. / 1. Policy 44— Neighborhood Architectural Design' Guidelines Fj 1. Applicability: YES NO________ ' O 2. Project complies YES NO________ Zoning: O 0 0 i. Setbacks: Front: ' Required Shown Interior Side: Required ' Shown Street Side: Required Shown Rear: Required ' Shown Top of slope: Required Shown X-E Accessory structure setbacks: Front: Required (71L./ Shown Interior Side. Required Shown Street Side: ReqUired /C') Shown Rear: Required Shown Structure separation: Required /0'Shown j. Lot Coverage: ' Required - '' ShOWflL/fr /JIt4.vtJ 0 4. Height: 'Required Shown O 0 5. Parking: Spaces Required Z__- Shown '3 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required . Shown I El Additio al Comments (/9 t6t- O#(/lolwl ' "r) 9io - 0/v i& W'e-' Ale-NI ,Vwc. ' $ 4e A4 WV t ' c/-?io1— ?/ /0- 057v (I)(E d - r,c I i 4V4.L / A cMtM— 'fc4 fleplart cDU 11WJ ?ua 1 ( _pi _+7 /1/S.). (J fl)t"lW.1 i/i. I ., II WJ ,7F L I OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER Y(_y DATE 7_' ft'ADMIN\COUNTER\BldgPlnchkRevChklst ' . Rev 9101 1 ..' CITY OF CARLSBAD -'AFFIDAVIT OF COMPLIANCE FOR A SECOND DWELLING UNIT. . ..... •. .1 .. ',. Instructions to Property Owner (Affiant): - I 'Please type or print complete and accurate ansvers in all blank sáces in Sectioñ I. Please read carefully, particularly, Section II ' Please read, sign and dated Section III indicating that you understand and agree with the conditions of compliance. : / SECTION-1 - INFORMATION Property owner(s) (A t'Je LP. '- - . Náme(s) Property. Address: 15q2\0Ak_(t/E Street Address .- Ctbgj ' .' Cz City State - Zip rode Assessor Parcel No. 15C I lb O '- Subdivision: . . / or'.. . 'Name,- . Lot/Block Parcel No., Project Number: - . • . - S. • ., . • . - •• ,•..-• •- SECTION II- CONDITIONS FOR COMPLIANCE - PLEASE READ CAREFULLY . . •' - . 1. A second dwellifigünit is an attached or detached dwelling unit which is located on the same lot as an existing 6wner-occupied single-family detached dwelling unit and is: . a..--Suitable for use as a complete living facility, with. provisions within the facility. for. . . cooking, eating, sanitation and sleeping;. b. 0ccupied by one or more persons; and -. . ..• . . . C. Subordinate to the main thelliI:1g unit. . . . . .• • - ' 2. . The Property Owner(s) listed above hereby certifies that he/she owns the above referenced property, asS-of the date of this affidavit,, and to his/her belief and knowledge, there are no conditions, covenants or restrictions on the property prohibiting a second dwelling unit apartment. - 3. The Property Owner(s) agrees to the following terms and condition: FRM0006 6/03 - .. PAGE 1 OF 2 a. The property and residence .referenced above must not contain a — second residential dwelling unit unless it is in compliance with the Second dwelling unit provisions of the Zoning Ordinance of the City of Carlsbad. 0 b. The Property Owner(s) shall reside in either the main dwelling unit or Second dwelling unit described above, now, and for the life of this agreement, unless a lessee leases, ,both the main dwelling unit and the second dwelling unit. '. . C. The Second Dwelling Unit may only be rented and shallnot'be sold separately from the main dwelling unit, unless the lot on which such units are located is subdivided. d. The Property Owner(s) agree to rent the Second Dwelling Unit at a monthly rental rate which shall not exceed an amount equal'. to 3.0% ,of the gross monthly, income of a low- income household, adjusted for housêhl'sie at 80°,''of the San Diego County median income. . . . . . . e. . A copy of this agreement and Affidavit must be given by the Property Owner(s) to prospective purchasers of the property prior to entering into a sales contract for said I property. . . . SECTION III - AFFIRMATION AND AGREEMENT -' . .. • . 'O', I HEREBY DECLARE AND AFFIRM, under penalty of perjuryhat all rnaftcrs and facts set forth in this agreement are true and correct to the best of my knowledge, information and belief, and that I (we) understand, accept and will abide by the regulations,, requirements, and standards governing the Second Dwelling Unit. • . • b.., • ',.,., • . . :: 4r/ Date Property Owner 0 ' 'Date. . . - ' 0 • • • Owner's Telephone. Number(s):. . ' é 0 H /( 7 f 3 5 0 ' . Home ' •o Office 0 FRM0006. . 6/03 • ', , 0 PAGE 2 OF 2 CITY OF CARLSBAD - AFFIDAVIT OF COMPLIANCE FOR A $ECOND DWELLING UNIT Instructions to Property Owner (Affiant): . . . . Please type or print complete and accurate answers in all blank spaces in Section I. Please, read carefully, particularly Section II. Please read, sign and date Section III indicating that you. understand and agree' with the conditions of compliance. SECTION I - INFORMATION . . . . '. . '. •'. . Property owner(s): Name(s) Property Address: ' 15412. oAK ive Street Addres City . , State ' ' •, '' 'Zip Code Assessor Parcel No. 15 2 Subdivision: ' . ' ' / . .' or Name ' ' . ' Lot/Block ", Parcel No. Project Number: PC, R 041037 . .' . . SECTION II- CONDITIONS FOR COMPLIANCE PLEASE READ CAREFULLY; 1. A second dwelling unit is an attached or detached dwelling unit which is located.on the same lot as an existing owner-occupied single-family detached dwelling unit and is:. .' ' Suitable for use as a complete living facility with provisions 'within the facility' for cookmg, eating, sanitation and sleeping; Occupied by one or more persons; and C. ' Subordinate to the main dwelling unit. 2. The Property Owner(s) listed above 'hereby certifies that he/she' owns, the above referenced property, as of the date of this affidavit, and to his/her belief and knowledge, there are no conditions, covenants or restrictions on the property prohibiting a second 'dwelling unit apartment. 3. The Property Owner(s) agrees to the following terms and conditions: FRM0006 6/03' , ' ' . ' ' PAGE 1 OF 2 The property and residence referenced above must not contain, a second residential dwelling unit unless it is in compliance with the second dwelling unit provisions of the Zoning Ordinance of the City of Carlsbad. / The Property Owner(s) shall reside in either the main dwelling unit or second dwelling unit described, above, now, and for the life of this agreement, unless a lessee leases both the main dwelling unit and the second dwelling unit C. The Second Dwelling Unit may only be rented and shall not be sold separately. from the main dwelling unit, unless the lot on which such units are located is subdivided d. The Property Owner(s) agree to rent the Second Dwelling Unit at a monthly rental rate which shall not exceed an amount equal to 30% of the gross monthly income of a low- income household, adjusted for household size, at 80% of the San Diego County median income. e A copy of this agreement and Affidavit must be given by the Property Owner(s) to prospective purchasers of the property prior to entering into a sales contract for said property. . . . . SECTION III -AFFIRMATION AND AGREEMENT I HEREBY DECLARE AND AFFIRM, under penalty of perjury, that all matters and facts set forth in this agreement are true and' correct to the best of my knowledge, information and belief, and that I (we) understand, accept and will abide by the regulations, requirements, and standards governing the Second . Dwelling Unit. , . • . • . BY Property Owner Date BY 4.130 1 01 Date ( /(760)43(cC4 5 Home Office .• FRM0006 6/03 • •' .• PAGE ,2 OF 2 Structural calculations a For . .1 - ' J 4 .4 Project * MSK Garage - - -. '• (REVISION) a - '. - - - -' 4 ,.. ' • 4 1542 Oak Avenue - ' r * -'I . ••- - - . - . . . Carlsbad, CA 92064 a • 4 - - • . ... . . - . - - 4 - do * Mark Burginger Valle Verde Ranch Studio - -• - .' 4 '- • 12944 Camino Del Valle .-, . a ' -a Poway, CA 92064 858-613-0656 , a--'., -: L - - •- , Nick Servin Servin Engineering01 , 2382 Camino Vida Roble, Suite F, - a. Carlsbad, CA 92009 ' (760) 931-1792, FAX (760) 931-1892, FAX2 (603) 484-7917 - iervinweirtiuuk.ntt - * - C) JOBNUMBER 21245 91koFES&I March 16,1004 AL)Q, CEO lliSU E)qL On CV - : I 4 a - Nick Servin' b-I a- ._, •- 4 I I 4. RCE 33,538, EXPIRES 6/30/2006 -a-- Engineer does not take any responsibility for construction, or control of the job Engineer's responsibility is solely limited to the design of the structural members included herein. Any changes to design, structural members or configuration shall - void calculations Supervision may be contracted for assurance of proper construction a : 1 030(p(11 i Ilk No. DESCRIPTION . SHEETS 1 Engineering Assumptions 2 Framing Calculations - Fl - f 7 3 Footing Calculations, Pads P1 - 4 Lateral Calculations, Wind & Seismic Li - L. / 5 Shear Wall Schedule & Miscellaneous details ENGINEERING ASSUMPTIONS LOADS: ROOF: DEAD LOADS: COME' SHINGLES 8.0 PSF FRAMING 5.0 PSF DRYWALL 2.0 PSF MISCELLANEOUS 10 PSF PLYWOOD 3.0 PSF TOTAL 20.0 PSF LIVE LOADS: SLOPE <4:12 20.0 PSF SLOPE >4:12 16.0 PSF FLOOR: DEAD LOADS: FRAMING 6.0 PSF PLYWOOD 3.0 PSF CARPET/PAD 1.0 PSF CEILING 3.0 PSF MISCELLANEOUS 2.0 PSF TOTAL 15.0 PSF LIVE LOADS: FLOOR 40.0 PSF DECK 40.0 PSF BALCONY 60.0 PSF SOIL BEARING PRESSURE: 1000 PSF FRAMING: Fv (psi) Fb (psi) E (psi) .•• . 2x, 4x FRAMING DFL #2 MIN UNO 95 875 11600,000 6x AND LARGER DFL #1 MIN UNO 85 1,350 1,600,000 PARALLAMS 2.0 E WS 290 2,900 2,000,000 CONCRETE: 2,500 psi @ 28 DAYS - STEEL: 40,000 psI , FJ-1 A'riaeuserBusuncss I " TJI® 210 16" I TJ-Beam(TM) 6.10 Serial Number: 7002121264 User: 2 2/6/2004 11:42:29 AM Pagel Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Film - Product Diagram is Conceptual. LOADS: - . . . .. Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: . -. . . Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3:50' 2.25" 560 / 210 / 0/770 A3: Rim Board 1 Ply 1 1/4' x 14' 0.8E TJ-Strand Rim Board® 2 Stud wall 3.50" 2.25" 560 / 210 / 0 / 770 A3: Rim Board 1 Ply 1 1/4" x14' 0.8E TJ-Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board -. DESIGN CONTROLS: Maximum Design Control. Control . Location Shear (lbs). . 755 -749 1945 Passed (38%) . Rt. end Span I under Floor loading Vertical Reaction (Ibs) 755 , 755 1110 . Passed (68%) Bearing 2 under* Floor loading Moment (Ft-Lbs) 3884 3884 4280 Passed (91%) MID Span 1 under Floor loading Live Load Defi (in) 0.465 0.515 Passed (L/531) MID Span 1 under Floor loading Total Load Defi (in) 0.639 1.029 Passed (L/386) MID Span 1 under Floor loading TJ Pro 31 30 . Passed Span 1 -Deflection Criteria: STAN DARD(LL:LJ480,TL:U240). . -. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. . . . . TJ-Pro RATING SYSTEM . . . . -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program Comparison Value: 1.47 ADDITIONAL NOTES: . ., - . . -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software .user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. . 7 -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: - . . OPERATOR. INFORMATION: MSK garage . . . '. Stephen Lepper Servin Engineering - 2382 Camino Vida Roble, Suite F Carlsbad, Ca 92009 Phone: 760-931-1792 Fax . : 760-931-1892 . - . ... - . nservin@earthlink.net Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business . TJI® and TJ-BeamB are registered trademarks of Trus Joist. e-I Joist-,Pro-and TJ-Pro are trademarks of Trus Joist.- . . - . 4 - *10 FJ1 e. A€yerhaeuserBusinms IA" T IIl ')Ifl , Ia" oic TJ.Beam(TM) 610 Senal Number: 7002121264 I t I UI'.Y L. IV I V User. 2 216/2004 11:42:29 AM Page 2 Engine Version: 1. 10. 3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group - 20' 7.00" Max. Vertical Reaction Total (lbs) 770 - 770 Max Vertical Reaction Live (lbs) 560 560 Selected Bearing Length (in) 2.25(W) 2.25(W) - Max. Unbraced Length (in) 32 Loading on all spans, LDF = 0.90 , 1.0 Dead Design Shear (lbs) 204 -20C Max Shear (lbs) 206 -206. Member Reaction (lbs) 206 206 Support Reaction (lbs) 210 210 Moment (Ft-Lbs) 1059 Loading on all spans, LDF 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) 749 -749 Max Shear (lbs) .. - 755 -755 Member Reaction (lbs) 755 755 - Support Reaction (lbs) 770 70 Moment (Ft-Lbs) - 3884 -, Live Deflection (in) 0.465 Total Deflection (in) 0.639 PROJECT INFORMATION OPERATOR INFORMATION MSK garage Stephen Lepper Servin Engineenng 2382 Camino Vida Roble, Suite F Carlsbad, Ca 92009 Phone: 760-931-1792 Fax :,760-931-1892 nservin@earthlink.net Copyright m 2003 by Trus Joist, a Weyerhaeusr Business - - - - TJI® and TJ-BeamB are registered -trademarks of Trus Joist. - e-I joist-,Pro- Pro and TJ-Pro are trademarks of Trus Joist. - F-Z COMPANY PROJECT WoodWorks®.. Mar. 16, 2004 09:55:15 S131 Design Check Calculation Sheet LOADS (lbs psf, or pit) Load Type Distribution - Magnitude Location [ft] Pattern. Start. End Start End Load? 1 Dead Full Area 15 (3.50) . No 2 Live Full Area 40 (3.50) No 3 Dead Full Area 12 (8.00) No *Tributary Width (ft) - MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 0' . Dead 1720 . .1720 Live 1470 . . Total 3190 .,-' . •. 3190 Bearing: Length . 1.2 1.2 PSL, 2.OE, 2900Fb, 3-112x14' Self Weight of 15.31 plf automatically included in loads; Load combinations: ICBO-UBC 'SECTION vs. DESIGN CODE NDS-1997: (Ibs, Ibs-ft, or in)' . Criterion Analysis Value Design Value Analysis/Design Shear V @d = 2836 yr = 9310 V/yr = 0.30 Bending(+) N = 16748 - Mr 27162 - N/Mr = 0.62 Live D,efl'n 0.38,= L/658 0.70 = L/360 - 0.55 Total Defl'n 1.05 = L/238 1.40 = L/180 0.75 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LCI Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 . -. (CM = 1.000) .. 2 . Fcp= 750 - 1.00 1.00 - E' = 2.0 million 1.00 LDO - . - 2 -. - Bending(+) : LC# 2 = D+L, M 16748 lbs-ft Shear : LC# 2 = D+L, .V = 3190, V@d = 2836 lbs,. Deflection: LC# 2 = D+L EI=1600.67e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) - (All LC 's are listed in the Analysis ouput) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. . F-3 1' L470 - COMPANY PROJECT WoodWorks" Mar. 162004 100606 S131a Design Check Calculation Sheet LOADS (lbs psf, or pit) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full Area 15 (3.50)1 • No 2 Dead Full Area 12 (8.00)7 No 3 Wind Point 2087 10.00. No *Tributary Width (ft) MAXIMUM REACTIONS (ibs) and BEARING LENGTHS (in): 0, Dead 1720 Live 1093 - Total 2813 -2714 Bearing: 1.1 1.0 Length PSL 2.OE, 2900Fb, 3-112x14" Self Weight of 15.31 plf automatically included in loads; - Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS-1997: (Ibs, lbs-ft, or in) Criterion Analysis Value Design Va12e Analysis/Design Shear . V @d = 1529 Vr= 8379 -. V/Vr = 0.18 Bending(+) M = 19943 Mr = 43459 - N/Mr = 0.46 Live Defl'n 0.43 L/581 0.70= L/360 . 0.62 Total Defl'n 1.10= L/228 1.40 = L/180 0.79 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC* * Fb'+= 2900 1.60 1.00 1.00 1.000. 0.98 1.000 1.00 1.00 2 Fv = 285 0.90 1.00 1.00 (CM = 1.000) 1 FCp' 750 LOO 1.00 ' - = 2.0 million 1.00 1.00 2 Bending(+) : LC#- 2 = D+W, M = 19943 lbs-ft Shear : LC# 1 = D Only, V = 1720, V@d =1529 lbs Deflection: LC#2 = D+W EI=1600.67e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. -. (D=dead L=live S=snow W=wind I=impact C=construction) - - (All LC s are listed in the Analysis output) DESIGN NOTES: • . - • Please verify that the default deflection limits are appropriate for your application. - SCL-BEAMS (Structural CompOsite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 21 1720 994 COMPANY PROJECT WoodWorks - Mar. 16, 2004 10:12:03 SB-2 Design check Calculation Sheet LOADS: (Ibs, psf, or plf) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 Dead Full Area 20 (10.50) No 2 Live Full Area 16 (10.50) No 3 Dead Partial Area 15 (10.50) 2.50 16.00 No 4 Live Partial Area 40 (10.50) 2.50 16.00 No 5 Dead Point 1720 2.50 No 6 Live Point 1470 2.50 No "rrloutary wlatn Ic) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 16 3335 4852 8187 0' Dead 4186 Live 4976 Total 9162 Bearing: Length 3.5 . 3.1 PSL, 2.OE, 2900Fb, 3-112x18" Self Weight of 19.69 plf automatically included in loads;. Load combinatiOns: ICBO-UBC SECTION vs. DESIGN CODE NDS-1997: ( Ibs, lbs-ft, or in) - Criterion Analysis Value Design Value Analysis/Design Shear . V @d = 8566 yr = 11970 V/yr = 0.72 Bending(+) M = 34369 Mr = 43665 N/Mr = 0.79 Live Defl'n 0.27 = L/702 0.53 = L/360 0.51 Total Defln 0.57 = L/336 1.07 = L/180 0.53 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF. CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.96 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CM = 1.000) 2 Fcp'= 750 1.00 1.00 - = . 2.0 million 1.00 1.00 . 2 Bending(+) : LC# 2 = D+L, N = 34369 lbs-ft Shear : LC# 2 = D+L, V = 9162, V8d = 8566 lbs Deflection: LC# 2 = D+L EI=3402.00e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defin Live. (D=dead L=live S=snow W=wind I=impact C=construction) - (All LC's are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. COMPANY • wo o d Wo rks i PROJECT ;rwft( #flE 1OC.f DW4 Mar. 16, 2004 10:13:44 FB-1 Design Check Calculation Sheet LOADS: (lbs, psf, or pit) - Load Type Distribution Magnitude Location (ft) Pattern Start i End Start End Load? 1 Dead Full Area 20 (10.50) No 2 Live Full Area 16 (10.50)1 No 3 Dead Full Area 15 (10.50) No 4 Live Full Area 40 (10.50) . No *Tributary Width (ft) . . MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): ME I 0' Dead 1605 . . Live 2499 .. . ' . Total 4104 V V 4104 Bearing: Length 1.6 1.6 PSL, 2.OE, 2900Fb, 3-1/2x9-1/4" . Self Weight of 10.12 plf automatically included in loads; Load combinations: iCBO-UBC V V SECTION vs. DESIGN CODE NDS-1997: ( Ibs, ibs-ft, or in) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 3360 yr = 6151 V/yr = 0.55 Bending(+) M = . 8721 Mr = 12416 . M/Mr = 0.70 Live Defl'n 0.15=. L/681 0.28 = L/360 • 0.53 Total Defl'n 0.29 = L/347 0.57 = L/180 0.52 - ADDITIONAL DATA: FACTORS: F CD . CM Ct CL CF CV . Cfu Cr LC# Fb'+= 2900 1.00 1 1:00 . 1.00 1.000 1.03 1.000 1.00 V 1.00 2 Fv' = 285 1.00 1.00 1.00 .. , (CM = 1.000) 2 Fcp'= 750 . 1.00 1.00 - = 2.0 million 1.00 1.00 . V 2 Bending(+): LC# 2 = D+L, M = 8721 lbs-ft • Shear : LC# 2 = D+L, V = 4104, V@d = 3360 1bs Deflection: LC# 2 = D+L EI= 461.68e06 lb-in2 . V Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C--construction) V (All LC's are listed in the Analysis output) DESIGN NOTES: , V. Please verify that the default deflection limits are appropriate for your application. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. V • . V 605 '499 - I ..! — 1 L - -. •1 I - £ • 1 'c: .' No. 937 811E I)STIc1EDTLER® Engineers Computation Pad CL C 0 I I Lateral Design Wind Desigg Analysis General Design Information PCeCqQjw Exposure: C Maximum Height: H= 23'-0" Basic Wind Speed: 70 mph q=l2.6psf V Cq ' 1.3 V Height VV. .V:1 '-20L. , 30'-40' 40'-60' Ce 1.06 1.13 . 1.19 1.23 1.31 -. 1:43 P(psf) 174 185 195 202 215 234 V V.RoofDiaphragm.. VV VVVV VV V _VV_* V Top plate height 18'-O" . V•V V V - V - i _ _-. -.----. • _ V_VVVV _ Uldplffdglll - - - .003P1F Floor Diaphragm - - V Jopplateheiht=90'LVL _Foro__ 1--- diaohragm= I1 Ps - JR L 17 4i .. - 0b2, 'i O :iIiTxT Içi I - .................................................................................................. - -- --------- V-- .V.V j_V VV.._VVV.V..,_VVV ,__.VV.;.V_f_ ..................... V ........ _V__VVlVVV - -. •V V_VV_ VV__VV •VVtVV.VV. - - - V__V___V_____ ___ .- - V...-, •V_ - -----1 - 1 --- 1_j_ - -- ----_---- t--- t ---- -1 --I — - --i-- JTI -- --HH- -7 H - -- --h-- - - ------ C 0 Seismic Design Analysis General Design Information V=2.5jW- ..-.- .-..- R. Soil Profile Type: Sd Seismic Zone Factor: Z= 0.4 Occupancy Category: 1= 1.0 Light Framed Structural Panels; R= 5.5 Near Source Factor: Na= 1.0 Seismic Coefficient: Ca 0.44(1.0)= 0.44 - V=(2.5)(0.44)(l.0) W= 0.20W -- 5.5 0 Divide by 1.4 for ASD Assume p1.0 - - V=(020W)(lO/14)=0143W -- Seismic Weight - - -. - - - - Roof Area fZ- - - - - - Wall Weight /Z PS)/ Tol 1 I24 -1--zo4 q.04-.- Floor:;-T Wall Weighf zT7')7jTi - ei 4r 4- Total W Tö1BuildVëight= __- -..-- ___'___•_i-----------....--.-v------------. --.' -------------- ...................................._L. ----- _ -- -I i--- - - - :--- -- - H----- --—i --l - --- T - L_. V4-TIL p15Tg-!)y/oH L-L2V&Q- -ti1tY W&71JF7 c- ]4q 04 277Z 305q4 ZZ4# ZO47I2- . . 474'1S4 jOV co M,4& WALL iVH- P- i> • ••. •• .JWALL. 2-Zc' 2-_20 - - - r MAR, VA lax zq pt -77 M4XL WILL'ZH1A1a _!?L. -- E 1-±---- - H- - -- -- . 1EEE1E IE+IET•E"- T:tiI:ii1:i:ii:itpi+±tTT t7 SION 1 tUUNDAIIUN - - SCAL 1"=4'-O" FWN1TDATltII* - I B 6B EOUWALD4T - :- No 937 811E SL1EDTLER® Engineers Computation Pad J4:i --+-- -1- 4 1- H 1J -j - F Ir \L. - : I . i 1 iJTH11Vj1iz4THtLt1:L 1:[ L L 1: : - -1 -H- H No. 937 811E SIX1EDTLER Engineer!s Computation Pad H 4..'1. 1 1 ftL1 1:i :.i I . . I. .. ..L. . Zt \ H ----. - t - I--I-- ---i--: H I 4 I J F I V co C 0 /Z7/ '---7 Overturning Analysis Project: MSK Garage Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 Wall: #1 Wall Line A Loading . . .. Wall Shear FWIND= 4896 lb VWIND= 233 plf. FSEISMIC= 2251 lb VSEISMIC 107 plf DL Trib. Width= 6.0 ft DL= 15.0 psf - Wall Input . Panel HIW Ratio Wall Line Length= 21.0 ft 0.38 <=2 (Zone 4) Wall Length= 210 ft <=3.5 (Zone 3) Height= ..8.oft Wall Weight= 12.0 psf : . A. D : Uplift From Wall Above d P(Wind)= 0 lbs P(Seismic)= 0 . -lbs Wall #1 d= 0.0 ft N' dl= 0.0 ft .. - P(Wind)= .. 0 lbs . ,T P(Seismic)= 0 lbs , Wall #2 - d= 0.0 ft dl= 0.0 ft P(Wind)= 0 lbs - P(Seismic)= 0 lbs Wall #3 d=. 0.0 ft -di= 0.0 ft P(Wind)= 0 lbs , P(Seismic)= 0 - lbs . Wall #4 d= 0.0 ft dl= .0.0 ft ..: . ,. Overturning Wind - Resisting. Net OTM Holdown OTM Mom Force- -. ft-lbs ft-lbs ft-lbs - Lbs 39,168 27,342 11,826 . 577 Seismic Resisting . Net OTM Holdown . OTM Mom Force ft-lbs ft-lbs ft-lbs Lbs 18,008 36,912 -18,904 -922 Shear Holdown S Wall ' Mark • Type • Bolt Capacity. 2 HTTI6 5/8" 3,480 5 .5 •• L-S Overturhing Analysis Project: MSK Garage = Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 Wall: #1 Wall Line A.5 Loading Wall Shear -FwIND= 3045 lb VWINb= 305 plf FSEIWIC= 1275 lb VSEI'SMIC= 128 plf DL Trib. Width= 2.0 ft - . . .. . DL= 20.0psf -. . . Wall Input Panel H!W Ratio Wall Line Length= 10.0 ft 0.80 <=2 (Zone 4) Wall Length= 10.0 ft . <=3.5 (Zone 3) . .- . . Height= 8.0 ft . . Wall Weight= 12.0 psf . . . P d Uplift From Wall Above , P(Wind)= 0 . lbs. . . .. di P(Seismic)= 0 ,. lbs Wall #1 . d= 0.0 ft di= 0.0 ft P(Wind)=. 0 lbs . . . .. ,NT P(Seismic)= 0 lbs . Wall #2 d= 0.0 ft di= 0.0 ft -, • . P(Wind)= 0 lbs . P(Seismic)= 0 lbs Wall #3. d= 0.0ft. .-. di= 0.0 ft S P(Wind)= 0 lbs . . P(Seismic)= 0. lbs • Wall #4 d= 0.0 ft .di= 0.0 ft - • ,. Overturning . . . . . Wind . - . • - . -. Resisting Net OTM Holdown . •., OTM . Mom . Force - ft-lbs ft-lbs ft-lbs Lbs 24,360 4,533 19,827 2,087 Seismic S Resisting Net OTM Holdown • . OTM . Mom • Force ft-lbs ft-lbs 100 ft-lbs Lbs -I.4L5 '-4I- Shear Holdown : Wall - Mark -• Type Bolt '. Capacity 6 424 # 1201 -. • - 3 CMSTI6 N/A 4,690 . .,• -, ,.. . -. .- ,• . - -'-.5 bverturñing Analysis - Project: MSK Garage Location: 1542 Oak Avenue, Carlsbad, Ca. 92064', Wall: #1 Wall ' Line B. Loading . Wall Shear . FwIND 3045 lb VWIND 190 plf FSEISMIC= 1275 lb . - . vsE:suic= 80 plf DL Trib. Width= 2.0 ft DL= 20.0psf Wall Input . Panel H!W Ratio - Wall Line Length 16.0 ft 1.00 <=2 (Zone 4), Wall Length= 8.0 ft . . <3.5 (Zone 3) 'Height= 8.0 ft . Wall Weight= 12.0 psf P Uplift From Wall Above . P(Wind)= 0 lbs - . di P(Seismic)= 0- lbs Wall #1 d= 0.0 ft ., .. P1-' dl= 0.0ft P(Wind)= 0 . lbs ,NT P(Seismic)= 0 lbs wall #2 d= 0.0 ft dl= 0.0 ft . * P(Wind)= 0 . lbs P(Seismic)= 0 lbs Wall #3 d= 0.0 ft, . 'dl= 0.0 ft -, - - P(Wind)= 0 lbs . . P(Seismic)= . 0' lbs ' Wall #4 d= 0.0 ft dir 0.0 ft Overturning Wind . ' ' ' . •-. . Resisting . Net OTM Holdown OTM Mom ' ' Force ' ft-lbs ft-lbs -' ft-lbs Lbs 12,180 2,901 9,279 , 1,237 Seismic Resisting Net OTM Holdown, OTM Mom , Force . ft-lbs ft-lbs ft-lbs Lbs 5,100 3,917 1,183 158 .: .,• Shear ' Holdown Wall Mark Type Bolt Capacity' I CSI6 . 1,650 Overturning Analysis Project: MSK Garage - Location: 1542 Oak A,enue; Carlsbad, Ca. 92064 Wall: #2 Wall Line B Loading Wall Shear FWIND= 5911 lb VWIND 563plf. FsElsMIc= 2676 lb VSEISMIC= 255 plf DL Trib. Width= 0.7 ft DL= 15.0 psf. Wall Input . Panel H!W Ratio Wall Line Length= 10.5 ft 1.06 <=2 (Zone 4) Wall Length= 8.5 ft . <=3.5 (Zone 3) Height= 9.0 ft Wall Weight= 12.0 psf P IT~ Uplift From Wall Above . . . -• - . d P(Wind)= 1237 lbs di P(Seismic)= 158 lbs Wall #1 d=. 8.5 ft dl= 0.0 ft . •- . P(Wind)= 0 lbs T P(Seismic)= . 0 lbs Wall #2 d= 0.0 ft di= 0.0 ft, P(Wind)= 0 , lbs P(Seismic)= 0 lbs Wall #3 d= 0.0 ft 0.0 ft . P(Wind)= 0 lbs -• . .. P(Seismic)= 0 lbs Wall'#4 d=0.oft di 0.0 ft Overturning . . . Wind •. Resisting Net OTM Holdown - OTM I Mom - Force - S ft-lbs ft-lbs ft-lbs Lbs 53,580 2,842 50,738 6,342 Seismic - Resisting Net OTM Holdown . . OTM Mom . Force . ft-lbs ft-lbs ft-lbs Lbs 20,840 3,837 17,003 2,125 Shear Holdown Wall . : . • - . . Mark Type Bolt Capacity - 6 HD8A 7/8" 7,460 . - .. • . - - • Overturning Analysis . Project: MSK Garage Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 Wall: '#1 Wall 'r Line I . Loading .. Wall Shear . . FwIND 2132 lb ..• . VWIND 118 plf . FSEISMIC= 1271 lb vsElsMIc= . 71 plf DL Trib. Width= 10.5 ft .• DL= 20.0 psf Wall Input Panel HIW Ratio - Wall Line. Length= 18.0 ft , .0.94 <=2 (Zone 4) Wall Length= 8.5ft <=3.5 (Zone 3) Height= 8.0 ft . Wall Wéight= 12.0 psf ' . Uplift From Wall Above P(Wind)= 0 lbs .- I di P(Seismic)= 0 lbs Wall #1 'I, d= 0.0 ft , N — di= 0.0 ft P(Wind)= . 0 . lbs ,NT P(Seismic)= 0. lbs Wall #2 . d= 0.0 ft di= 0.0 ft ,• . . ________ - P (Wind)= 0 lbs P(Seismic)= 0' lbs Wall #3 . . . d= 0.0 ft di=. 0.0 ft P(Wind)= 0 lb& ' -• . , - P(Seismic)= 0.. lbs Wall #4 - d= 0.0ff S . 'dl= 0.0ft Overturning ' - Wind Resisting Net OTM. Holdown . . OTM Mom ' Force ft-lbs - ft-lbs ft-lbs Lbs 8,054 ' . 7,370 '685 86 Seismic Resisting Net OTM . Holdown OTM- - Mom - Force . ft-lbs ft-lbs ft-lbs Lbs . • - 4,802 9,949 . -5,147 -643 Shear IHoldown • ., . .... Wall • . - • - . S - - M&k Type Bolt Capacity - - •. - . . . 1 CSI6 N/A 1,650 -. .• ... S - t-iz Overturning Analysis . -• . Project: MSK Garage Location: 15420akAve6ue, Carlsbad, Ca. 92064 Wall: #1 Wall . Line 2 Loading Wall Shear FWIND= 2132 lb .. . . VWIND= . 125 plf FSEISMIC= 1271 lb • VSEISMIC 75 plf .. DL Trib. Width= 10.5 ft . DL= 20.0 psf Wall Input' . Panel H!W Ratio Wall Line Length= 17.0 ft 1.14 <=2 (Zone 4) Wall Length= 7.0 ft . * <3.5 (Zone 3) °Height= 8.0 ft. Wall Weight= 12.0 psf . .. .. P Uplift From Wall Above P(Wind)= 0 - lbs di P(Seismic)= 0 lbs Wall #1 - 1' .d= 0.0 ft di= 0.0 ft . P(Wind)= 0 : lbs P(Seismic)= 0 lbs .. Wall #2 d= . 0.0ft dl= 0.0 ft . ., P(Wind)= 0 lbs P(Seismic)= 0 lbs . Wall #3 d= 0.0 ft . dl= 0.0 ft P(Wind)= 0 lbs P(Seismic)= 0. lbs Wall #4 d= 0.0 ft . . ... . dl=, 0.0 ft . Overturning Wind Resisting •. Net OTM Holdown . . OTM . Mom Force ft-lbs ft-lbs . . ft-lbs Lbs 7,023 . 4,998 2,025 312 Seismic . • . .. . Resisting Net OTM Holdown OTM Mom • Force . ft-lbs ft-lbs ft-lbs Lbs 4,187 6,747 -2,560 -394 Shear Holdown Wall . . .. Mark Type Bolt . •• Capacity . . .. 1 CSI6 N/A . 1,650 Overturning Analysis . * Project: MSK Garage . . Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 - Wall: #2 Wall Line 2 Loading Wall Shear -FWIND 2132 lb vwIND= 125 plf FSEISMIC= 1271 lb VSEISMIC= 75 plf . . DL Trib. Width= 10.5 ft . . DL= 20.0psf :. Wall Input .,. . Panel HIW Ratio . Wall Line Length= 17.0 ft 0.80 <=2 (Zone 4) Wall Length= 10.0 ft <=3.5 (Zone 3) Height= 8.0 ft . . Wall-Weight= 12.0sf . - P Uplift From Wall Above • .. . d / / P(Wind)= 0 lbs . . .• . • di P(Seismic)= 0 lbs • Wall #1 . d= 0.0 ft dl= 0.0 ft . . . . P(Wind)= 0 lbs, . . P(Seismic)= 0 lbs Wall #2 d= 0.0 ft . . dl= 0.0 ft P(Wind)= 0 lbs - . . . . .. . P(Seismic)= 0 lbs . Wall #3 . d= 0.o ft ... ... . - . . • 'dl= 0.0 ft - . . . .• . . * P(Wind)= .. 0 lbs: : P(Seismic)= 0 . lbs Wall #4 . . . d= 0.0 ft . . . dl= 0.0 ft . . . . . . Overturning . -•. : : - • Wind . . . . . . . Resisting Net OTM Holdown OTM • Mom • Force - ft-lbs ft-lbs ft-lbs Lbs - 10,033 10,200 -167 -18 . . ... • . • ,- • • Seismic • . • Resisting Net OTM Holdown :• • OTM Mom. Force . • - . ,. ft-lbs ft-lbs ft-lbs Lbs 5,981 13,770 -7,789 -820 Shear Holdown . -•. . .1 •. • Wall ••. * • :Mk Type Bolt Capacity . . . . • •. 1 . None . • N/A . - •• • /4 Overturning Analysis Project: MSK Garage Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 Wall: #3 Wall Line 2 Loading - ' Wall Shear FwIND 3508 lb VWIND 180 plf FSEISMIC= 2447 lb vsElsMlc= 125 plf DL Trib. Width= 10.5 ft DL= 15.0 psf . Wall Input Panel HIW Ratio Wall Line Length= 19.5 ft 0.41 <=2 (Zone 4) Wall Length= 19.5 ft <=3.5 (Zone 3) Height= 8.0 ft ' I Wall Weight= 12.0 psf P Uplift From Wall Above P(Wind)= 312 lbs ' I di P(Seismic)= -394 lbs Wall #1 :. d= 15.5 ft . p4, dl= 8.5 ft P(Wind)= , 0 lbs P(Seismic)= 0 lbs Wall #2 d= . 0.0 ft . dl= 0.0 ft P(Wind)= 0 lbs - P(Seismic)= - 0. lbs Wall #3 d= 0.0 ft. dl= 0.0 ft P(Wind)= 0 lbs . . P(Seismic)= - 0 lbs • Wall #4 - 0.0 ft . . di= 0.0 ft Overturning Wind Resisting Net OTM Holdown OTM Mom . Force . * ft-lbs ft-lbs ft-lbs - Lbs 30,248 32,131 -1,883 -99 . Seismic Resisting Net OTM Holdown OTM Mom Force - ft-lbs ft-lbs ft-lbs Lbs 16,818 • 43,377 -26,559 -1,398 Shear Holdown Wall . . Mark Type Bolt Capacity .1 None • N/A -: . - : .5 . -• 4 Footing Calculations . Project: MSK Garage . Address 1542 Oak Avenue, Carlsbad, Ca. 92064 Phone . -.... . Date 03/16/04 . . Allowable Soil Pressure: 1,000 psf Pad No. Description Loads Total . Path Pad Reinforcing Req P - # of Loading . Depth Lengths # 4 bars ea/way Items - Lbs Lbs Inches Inches 3" clearanc 1. SB-i 3,190 . • 1 . . . -1 ., . ..• 1 • 3,190 15. • 21 3 .• 2 SB-2 9,162 2 . . : • 2 . 2 • 9,162 15 - 36 5 3 SB-2 • 8,187 . • .. . • 3 .• - .f• - .. - • 3 . -' • .3 8,187 - -15 .34 4 - 4 • FIB-1 4,104 . . . . .. 4. . .. * - .. 4 4,104. 15 -. 24: 3 . •. . 5 . . 5 ..- . .. . • - . - 0 .. 0. 0 .. .• 6 .• . . . . .. 6 . , . .. .-, *• - . - 6 •. . . . :. ., 6 0 0 0 7 - .. . 7 7 0 0 0 8 8 . .-•. ,•. - . 8 . . . , .• •'. . 8 - . 0 .0 .0 .. 9 . . .. 9 9 9 .. 0 0 - • 10 10: ... . ' . 10.--a.- 10. . 0 • 0' . 0 • - 11 • .. --: . -- -. 11 . _,.01,,.. 00 : FOOTING SCHEDULE Pad Ftg Ftg Reinforcing Required No. Depth Length #4 bars ea/way P- # Inches Inches 3" clearance 1 15 21 3 2 15 36 5 3 15 34 4 4 15 24 3 5 15 0 0 6 15 0 0 7 15 0 0 8 15 0 0 9 15 0 0 10 15 0 0 11 15 0 0 3HEAR HALL 'SC HEPUL F 5/WOE 5/17E0 ShEA THIN 6f ML INS AWWMBOM ..E A1E M1L11' &XI</ILL j 1 4 5/E4 ML L H OR I L.I 056 5/8' x /0' A35 CLIPS hhes 06 W.,tes x hh65 x h,ches cc / 316" 57D P496 46 16d96 24 220 2 316 Tl7 bdo 6 36 16d9 6 20 260 3 3/8' 57) &d 94 30 16d 94 /4 .350 4 3/e5fl7 P464 24 L5 a /bloc /4 360 5 3/6'57P P493 22 L59 leg oc /2 450 • 6 3/8' 5 T P4,62 /6 LS 9/2' cc 8 640 • 7 30' 1k2lAL I P492 /4 LS 9 /0' cc 6 7.30 3/157Jflp4!J 10d62 /2 L59bloc • 6 870 'L'2'0 x 7' LM SCR&I - -qE li&27E5 4 K $ L POU8LE S/PEP SHEA THINS MA TBPJAL 9E N4ILIN9 AW"BOLTS 9tERA7E LAS 5LCKiILL ALLOXABLE 94 €4R .ki4LL MARK PL r OR 056 () 314'x 14' 5r6 19/ L2'4'x7' IAI0 1)I5 06 I1615 06 wjws cc hs 06 A 3,' 7LR4L : lCd 94 16 6 /2 /020 8 W57ThR4L I 10d 3 /4 6 10 /330 C Me51tT1 4d. I lCd 92 13 6 4 /460 V 3/6' 57TtflM I lCd 92 II 6 6 no A FIUDMU)TOPEATI2'cc,MINJMki 8 1435 IPVIC,41E5 Wf W'A35 OR A.35F 3A?45 AMI*. OR EJ2NVAL8VT. C ALL 57RAF NV I*XOC*#4 ,4)è#IC L4LL fET FR/OR TO PaIMS Cf CCYtRE1E CR FC(WA71CV 1hT1CN. fC V FOR 5€4Rk4JiS 4 PR) 8 USE 3x S7l1 FL41E5 I PLYI'èXP %KP&9 HIM #J5TA66ff8) MALLS TO AVOID 5AM6 Cf I4XV.: E CCYVO51TE PARTICLE EOI4RV PA3 MAY BE fL5l17U17 I5RAPE 2l+ F FRCv1VE 2253i16' R.ATE M4985 AT EACH BOLT. BIWBOL75A M/Wit4J4 Cf 7' iwro COM:RE1E T.E SMLL BEA HINIfrIJ4 OF 7W &tTh FEW PLATE )7Y CE BOLT LXATW NOT WRE ThLAR12' OR LESS THAN 5EN BOLT VL4J'E7 FRCV1 TIE H SJW'S ARE TO BE 5°ACW NO 6REATER hiM 16' O.C. J TIE FRz2RILLe2 CLEARAME M2.E FOR TIE LA6 SCR&I 9141K SHALL HAVE TIE 5AIf V!AfrE7 A5 TIE 5il4M A119TIE 5AIE V5'ThI OFFE7lATkW AS lIE LEThSTH Cf tlI71RE4D87 9141K 5 DETAIL (I) K TIE FRR1LJB) LF-AO 1ICtE FOR TIE TIREAVa' PCRT1C4V Of TIE LAS SCR&I SHALL BE 1/4' 4' HiM I 5A6' 4' MAX 5ff DETAIL L SOAP OR 011 LLJCAWT M,y BE L689 ON THE L46 5CR5,6 OR IN lIE LEAD F*9LE5 TO FACILATE thTl0N d PREV5VT VAM46E To ThE 5CREK ~$CEIED INSPECTION ICBO AA-613 PTR.0 TRUSS QK IN STRICT ACCORDANCE VATH UBC 25-17 LIFTING TRUSSES STACKING MATERIALS Warning. (Post at Job Site) AVOIDATERALBDIN0 BEGINNINGTHE ERECTION PROCESS 6' - *Oe S U - & . _=~ d Failure to follow these Instructions may result in - serious injurc loss 01 life, or property damage. - --• ---'- BRACID TRUSSES J I MAXIMUM LATERAL BENDING * RAN < 'ALL TRUSSES TtONWffNWBrR;E ERECT . ED T':E,SIMB :::!O:O NEAR HAD offs" INSTALLED. U-. A~, •...A ...•.•..4 I'JJ -- I - CANTILPEMmussas QW : T . -I--- ERECTION TOLERANCE NATEAUUL AND I I * 0U 0 0O?T1OLLOO000 D. no comou"Cls IWAv RESULT IN A C0I0I009 r Jq)'-'°L I I --° 'coo 1 I 'O!C DUIWOOTOUSS OUt I 0 010(0 000 OCT05 (0053110! (000000 -- 003500 .0.0 *3 OATINT R c.•0,0*(0* ,COOA(0 T00011101P00510U - - UNLOADING AVOID LATERAL BENDING . . .. •: CORRECTION OF ERRORS •• ,f., C?... 00 **0*-I0,O*- . r , bJfl.g*lW.tr01wl*-.000r0bY*-* n*-00*aSreatrstsl&0055500IId0c BRACING REQUIREMENTS FOR 3 PLANES OF ROOF '.-" .Jr' - I . :_*-_**-1*- wsaSso.a'am.0*.flI.*0*-.0.. .S 511(00*00 Cr0O'rcIOI 03(01(01 CLCI( *I003ndn .CSSV01Wl&(0I 00'0'C3 AQAdO *0*0 ._'..: . r*PO01 flh.t*301I01S...*PO 1flO***.(010 o,.5050 ..cbrr0 0*00100*01UI 0300000.000*00(0*. - s ..-' --- n '---- - -It. o,or*nos. - o.,* ,.rwcco*-o..sra' - .00000.00 1*30300.33300000*05 (0100/a,. osale?c10105000 .0(00(00 T.c.c.e otto 500 / -4 - . • • / L..see...r L'' I 000cooso.0aa .5. A. . . cr'.oco -moo .crn c. c.0* 501000 03.000000 c_ c..c... rec5 c.a -- . C -. Us(0C*-5.3•00•'0Nt•03*0CC*S V3*0..(0*0*00000*0 .3t3d01lU5.fl 5.00 OC 0*0013)00. OSfl 05.5003,0 0.0, .0.015.5/ 00.0.03044 500040. - . •••• N..,.- ••000CS•'•00'.0,•(0 '••S•01S#•A1•S•' 00.. -era *0155*0 *t351000000fl0093fi&0115. 00.I 00 00,5.040 Dl me 0,40 0400l00SU0l 00.0 A . **-oo04.-.-010*0.o*03.-.a.-..s.o.o01r0 CO. ••Seç'Cc*-.0C'00 - - _"' - .53.000.5cUs.0.Wr0S.55300000011.bc*eo3aI*y0000n .0300450000W 000 000 NEVERHANOLETRUSSESFLAT 03000*00.0*00(00 (0 5 ERECTION BRACING -- '*-..- -.. TEMPORARY ERECTION BRACING C. o' I t_. •::... (0/0 /3(06.030. 0.400 0.0 lot OCT l.1p0,.,ycooct000 3 "4 t, .0 41005*050000 p06*0.00S 100(00040000040000010*170334*0 040.0 . .__ :.-(0 c,,.N .00 3000.004,r.a'a..-•100 o15o,d cr01000 0)0.3140 0040040 W0( ..ocl005r.l,03lot, ' . 4,c.'_ - C.-. oa ,a c lrsa*o, noc.3Uo C. 00(0* 0,1 locon0000 Co •S4'0rr0*n-0c0*0-C600.bu0-ScSae0.'S0o1000O0NTM0300-.00.0I00 I 0.'.t 74.3- 10.05.) NI?A4!0 I,-.." 4.Cs.0 03 S . PERMANENT TRUSS BRACING JOB SITE STORAGE -- - -- C., - . ole 0' 010 0,40 0009' *.0ç0.000 0.0)00 00 A*S(00 01 00065cr r5*-,0(0E(a' 004 0000.0 nO 00-400*0,0, (00 S.000• 00...00Ct 0 *01500014A.0.00400•0€ cc - , r_r-.r.-- -- - 1(0*03(030. (0.po,t.mW0000 100,0.nb WC0fl0**nlo0*33001 01 04300*060,0 -_ - o*-. '-0.30 0•.0401 ootcoC0000 0,.....&*0 '40000*00 00 0S001000000t.Afl.,0S,4*0 0* 070100050-0/009,44(00530144 010 0000tt 01*0 0100*041? 0* 0041000000(70*00,00(0,0, 0- ' . 0.-c '.. ..e..,,.0.0W1.Ci..0*.,,050.0-C.'('J*- oom,0000000•'I04cM00,40•*0C 00004050 000I(lOA,00ISTO 0000(I000l1000001000.100011000100. 00000 IAON IXIX0050 (03(000 SPECIAL DESIGN REQUIREMENTS 00 HOT ETHOS 00)0000000*3(0.00 U003003C Do. No , i'i' IL.'t . III ILJFJ S0-.14IS**04550* .0.r(0.33*00 c..0c.30*ç 01*0000.300601700 - 0304 040000330411040(00000150004*050fl0505030000100041001*5040004004(00000090000(0 I 14JJ 0**0*0 00o*0*05*0300*-*0,0040'0A0* (05*000.0 , 1/__J• a - - . . 0013CU10050U000M0440-USING TWEBAM 0*03 -• tOld 53*015010ANeA •*-.o 30 *06._c , 70*503 00 0701COAWAL 00001000(0A 4 00001*50 01 FLAT ROOF GYM" 00(05350 -. . 10t1.18 *0-01* 00 0,3a'0e c_too .01111101111111111111111111111111 liii liii 0 LOAD DURATION INCREASE = 1.25 SPACED 24 D.C. ' LOADING LL + OL ON TOP CHORD 30 PSF. 13mpuTrus, Inc. DL ON BOTTON CHORD 10 PSF Manufacturing Engineering Computer Systems TOTAL LOAD 40 PSF' • . "5 PSF REDUCTION TAKEN ON - - BOTTOM CHORD AXIAL STRESSES ONLY REACTION o 840 MAXIMUM TRUSS MEMBER FORCES 0 Tin -16U 81° 1416 WIe 94 12' -1060 W2° 528 PEAK B H (24) C-4x4.3 to 24-0". 4.0" -1.5" (20) C.3x4 3 to 24'-W 30' 1.5' 0 0 ALTERNATE SPLICE (T2) B" - . (2x6) C4x4.3 to 24-0' - SPLICE ' 0 0 (2x4)C'25x4.31o24'4r - C.5x5.l to24O'l.S -0" 1.5' 12 H* 5 NOSPLICE WARNINGS: I Read ii General Was and Warnings beta,, oonatndlon of busses 2 BuIlder and efeitlan cenlreitor should be advised at 82 General W as and tbereb,55 before construction annn'nSn. 3 Id cempreaston web brcb15 must be Instilled abate shown 4. 4 All lateral force reslstlrç etomeots mdl en tenpoesay and pec mincEd 51th19. must be designed and provided by lles1550t of oumplete InrEdwe. canWum,, emusnes no raspoesNEy, tot such brectoo. 5 No toad aheuld be epyfad to any component unit ale, an bracing and fasteners are asrrte. and at no ton, should any loadis greater 11,50 design toads be applied to any component 6 Cninpulnts has no contool oher and assuews no responstalBy toe the fabrication, hardling sl*lmsnt and InotIlItlon at oulpoo. 7 This ds15ii Is tarnished oubjest Is the Iknftebons on 11013 desIgns oft tortS by BEe Truss Plate Inoltade In '6rashiQ tAOd Trusses. HIB.OI'. a copy at walsh will be banished by Campo. lois upon request. GENERAL NOTES, 001658 Oths,w18o noted: I Design to ouppod toads an shown. 2 0.5155 assumes the top and bettors oltonis to be laterally braced si 2.0' o.c. and it 1r4r o.c. iupeulfoety. S 20 tropad latdgDra or lotenaJ bi-sulop reconsnendad atom. shown.. 4 Insiabation of (loss tall,. res4sel%nI0I*y of the respedPaa comao- tor. S 0a315n Essumes 1-uuu ass to be used In a non-ceryoslan on*enmant, and ass for 'dry nondison' of use. 6 Oas15n assumes hat ballIn5 at aS supports shown. $1165 or wedge S ""Maly. 7 01150 ansunas adequate drainage Is provided. S PIston ohit be toasted on both laces of boss, and placid so their center am toMcat. with lobe canter theit 9 olgfts Indicate she of plate In Inches. IS For basic design unless of the Compuirus Plate, Indicated by the prods C'. see I.C.O. R.A. 4211 It The CeniuTius Not Sadlan Plate Is Indicated by the preds 'CN•. the dsst9flator (IS) indicated IS ga malarial Is used. AS oihesia1120go. - .0 OFF PANEL SPLICE NOTE: OR panel point apficers; we located at 11S MATCH T.C. the panel WVth * W at either end of ft. partial Indicated, except end panels. 81 .2 Mk 0_. p1O SPLICE ''ALTERNATE SPucE(B1).. C-2.Sx6.0 to 24-0'. C-2.50.3 to 24-0"' . 0 0 .VAN TO20' No. 29017 SPLICE - C-5)(6.0 to to 24.0' . 0 - - 0 0 1* . SYMMETRICAL ABOUT CENTERLINE FILE NO: TRU42 -24-5-40° DATE: 01/01/98 REF: 25.1 DES: SC SEQ: S250016 UBC-97 FOR THE SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED Chord 0 Size 2400F 2100F 1950F 0 18009 1650F 0 1450F SS DF #1&B DF #1 DF #2 DF SS HF #1&B HF #1 HF #2 HF 2x6 '- 24'-0" . 24-0' . 24-0' Top Chord 20 . 0 24-0' 24-0" 24-0' Bottarn 2x4 24'-0' - - 24-0' -. 24-0' . 23'-9" Chord WEB MEMBERS - 2x4 STANDARD OR STUD GRADE HEM - FIR. OR AS NOTED ON DESIGN - iIll1llll1flh1Ill1lll1lllllli flIIi1LI1I. Z)jqmpu-rrij9, Inc. FOR GABLE ENDS L?IDER IN HEIGHT - NMI*$ GABLE STUD GRADE __ 1 STD GRADE HBs-FIR Manutactuslng Engineering Computer Systems GABLE END / toil 2x4 STUDS STRUCTURAL TRUSSES PLATE '7~ MAX GABLE! END TRUSS MAYRESIST UP TO 180 L.F DRAG LOAD, PRO-VIDED I STUCCO OR OTHER SHEAR REBISW4G MATERIAL. ADEQUATE TO RESIST 10PLFISAWAEDTO0NEFACE. S1UCCOMUSTBEATTACHEDIN I ACCORDANCE wmi USC TABLE 25-1. 2 GABLEDjD TRUSS IS ADEQUAT.Y AND CONTINUOUSLY CONNECTED1TO mOWALL C-2 6x4 C-Ir2.8 TypIc [] C-2.60.3 (SA •t-- CENTER VERTICALS VARY AS REQUIRED BY VENT SC OR OIJTL0OIR BRACGFOR GABLE END CUTOUT FOR 4Ii2 OUTLOOKER OFF siuo I4 ADO.ON. ATTACH 1MTH8dNAIL8ATYe.c 4x2 OUTI.00IR DETAILS CUTOUT FOR 434 OUltOOKER FILE NO- GLEEND DATE: 01101,98 RF: Z5-15 DES: SC SEQ: Sf51504 (JBC-97 OVER STUD NORTH eolNry - - COMPACTION ENGINEERING, INC. - t'roject NO. -o'zo MSK Development Group 550 Laguna Dr. Carlsbad, CA 92008 -. SUBJECT: Preliminary Soils Investigation Proposed Four (4) Lot Residential Subdivision Corner of Oak Avenue and Highland Drive Carlsbad, California Gentlemen: . * •. - - In response to your request, we have performed a Preliminary Soils Investigation for the subject project. The purpose of our investigation was to evaluate the suitability of the site for the proposed development and make recommendations with regard to site grading and foundation design. Briefly, our investigation revealed favorable soil conditions and in our opinion, the site is suitable for the proposed development, provided recommendations set forth in the attached report are adhered to. If you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, - North County e COWACTION ENGINEERING, INC. •.: E 713. C.0 rn 9/30/05 Ronald K. Adams. Dale R Reg IQ President -• Registered Civ gip9j . Geotechnical Erigi 3 RKA:paj :- cc: (4)submitted - P.O. 0X 302002 ESCONIIPO, CA 92030 (760)480-1116 - FAX (760)741-6668 September 13, 2001 NORTH COUNTY t COMPACTION ENGINEERING, INC. TABLE OF CONTENTS Page - 1.) P-urose-and-Scope 1 2.) Location and Description of Site 1 3.) Field Investigation . 1 4.) Soil Conditions •, • 2 5.) Laboratory Soil Testing 2 6.) Recommendations and Conclusions 3 A.) Grading; 3 B.) Foundations 4 Slopes Retaining Walls 5 E.) Estimated Paving Sections 6 F.) Seismic Design Considerations 7 G.) Review of Grading Plan 7 7.) Uncertainty and Limitations '. - - 7 APPENDIX . Appendix A: Exploration Legend & Unified Soil Classification Chart Plate No. One Test Pit Location Plan Plate No. Two thru Five • . Exploration Logs Plate No. Six • •• 'Tabulatiori of Test Results Appendix B: Recommended Grading Specifications • ' c NORTH COUNTY COMPACTION . ENGINEERING, INC. Project No. CE-6426. y Pagel .1. PURPOSE AND SCOPE The purpose of the investigation was to determine if the site is suitable for the proposed residential subdivision. - The scope of the investigation was to: - .......................... Determine the physical properties and engineering characteristics of the surface and subsurface soils. . . Provide design information with regard to grading, site preparation, and foundation design of the proposed structure(s). -. - 2. LOCATION AND DESCRIPTION OF SITE The site is located at .1542 Oak Avenue in the City of Carlsbad, California. . .. The 195 foot X 245 foot rectangular shaped property is bordered by single family dwellings to the northeast and northwest, Oak Avenue to the southeast and Highland Drive to the southwest. Site topography consists of a predominantly flat lot sloping gently downhill to the west. An off- site cut slope descends from the northeast property line to the backyard areas of the housing tract below. The slope was constructed to maximum heights of 30 feet at inclinations of 2:1 horizontal to vertical units. Portions of the slope have been retained. The slope is planted and provided with an irrigation system. Visual inspection of the slope revealed no apparent signs of surficial or deep seated failure. . . The southeast quadrant of the site (Parcel No. 4) is presently occupied with two single family dwellings. The dwellings are heavily landscaped with shrubs, planters, fences, concrete walkways and driveways. Very large pine trees align the southwest and southeast property lines. As a result, a thick mat of pine needles covers Parcel No.'s 2, 3 and a portion of Parcel No. 1. The remaining portion of Parcel No. 1 is occupied by an avocado grove FIELD INVESTIGATION. •. . . .. The field investigation was performed on August 27, 2001 and included an inspection of the site and the excavation of four exploratory trenches, with a,backhOe to depths of 9 feet. Location of. test pits are shown on the attached Plate No. One, entitled "Test Pit Location Plan". - • •: .' .- . -S •. • rrojeci INV. L-O'O Page As excavation proceeded, representative bulk samples were collected. In place natural densities * - and moisture contents were determined at different depths in the excavations and are included on Plate No.'s Two through Five Subsequent to obtaining soil samples, our exploratory excavations were backfihled 4.. SOIL CONDITIONS Lose surficial soils (silty-sands) consisting of plowed ground were found to be 2V2 feet, 3 feet, 11/2 feet and 2 feet in depth in Test Pit No.'s One through Four, respectively. Underlying native soils to depths explored were comprised of medium dense silty-sandstone of the Coastal Terrace Formation I On-site soils were found to have an expansion index of less then 20 and are classified as being "very low" in expansion potential Groundwater was not encountered at the time of our investigation, nor did caving of exploratory trenches occur. In addition, due to the dense nature of the underlying sandstone formation at the site, it is our opinion, soil liquefaction is unlikely to occur in the event grading is performed in accordance with the recommendations set forth in this report. 5 LABORATORY SOIL TESTING - All laboratory test were performed on typical soils in accordance with accepted test methods of the American Society for Testing and Materials (ASTM) Tests conducted include A) Optimum Moisture & Maximum Density (ASTM D-1557) Direct Shear (Remold) (ASTM D-3080) Sieve Analysis (ASTM D-421) I)) Field Density & Moisture (ASTM D-1556) E) Expansion Potential (FHA Standard) Test results are tabulated on the attached Plate No.'s Two through Six entitled "Exploration Log" and "Tabulation of Test Results" NORTH COUNTY COMPACTION ENGINEERING, INC. - Page 3 - , 6 RECOMMENDATIONS AND CONCLUSIONS General lltili7ing slab on grade foundations.- In our opinion, the site is suitable for the proposed residential subdivision. Recommendations presented in this report should be incorporated into the planning, design and construction phases of the subject project. 6A Grading General It is our understanding, cut/fill earthwork construction will be performed to create level building pads to accommodate the proposed single family dwellings '. All grading should be performed in accordance with the City of Carlsbad Grading Ordinance and the Recommendations/Specifications presented in this report. J Subsequent to site detholition,'loose surficial soils (plowed ground), as indicated on the attached Plate No's Two through Five, should be undercut or removed to firm native ground and recompacted in accordance with the attached Appendix 'B' entitled "Recommended Grading Speification". Firm native ground may be determined as undisturbed soil having an insitu density of greater than ninety percent (90%) of maximum dry density. We should be contacted to document firm native ground is exposed and properly prepared prior to filling. In addition, subsequent to demolition of existing dwellings, shallow landscape fills/compressible top soils should be removed to firm native ground and recompacted. Prior to constructing fill slopes, shear keys should be excavated a minimum of 2 feet into firm native ground, inclined back into slope, and have a minimum width of 15 feet We should be. contacted to document keyways were properly constructed prior to placing fill. Natural terrain steeper than an inclination of 5:1 (horizontal to vertical units), should be benched (stair-stepped) to provide a stable bedding for subsequent fill. Sizing of benches should be determined by the Soils Engineer or his representative during grading All fill soils generated from earthwork construction should be placed in conformance with the attached Appendix 'B' entitled, "Recommended Grading Specifications". "S. I I.Ji ENGINEER ING, INC. riujci.; 1'4U. - ---- Page If imported soils are required, they should be non-expansive (less than 2% swell) and granular by nature, having strength parameters equal to or greater than the prevailing on-site soils. We should be contacted to inspect an/or test imported soils prior to hauling then on-site to assure they will be suitable for the proposed construction. Particles of asphalt and concrete debris, having a diameter of greater than 6 inches, will not be suitable fill material and should be separated from fines during grading and hauled off-site. If encountered, leach lines and/or pipes should be removed. Concrete pipes may be crushed in place. Trench lines should be recompacted in accordance with Appendix 'B': It is highly probable the proposed structure will be traversed by a transition from cut to fill. Therefore, to reduce structural damage occurring from foundations bearing on two different soil types, the following measure should be employed: It is recommended the cut side of the transitional areas be removed to a depth of 1 foot below the bottom of the deepest proposed footing and brought back to grade with properly compacted fill. This will allow the proposed structure to bear entirely on a compacted fill mat, thus reducing the probability of differential settlement. The removal area should extend under and a minimum of 5 feet beyond the proposed dwelling. 61B. Foundations General On-site soils are comprised of sandy materials with above average strength parameters possessing very low expansion potential. Therefore, conventional foundations may be utilized, provided the aforementioned Grading Recommendations are adhered to. For One-Story Construction: Continuous footing having a minimum width of 12 inches and founded a minimum depth of 12 inches below lowest adjacent grade will have an allowable soil bearing pressure of 2000 pounds per square foot For Two-Story Construction: Continuous footings should have a minimum width of 15 inches and be founded a minimum depth of 18 inches below lowest adjacent grade NORTH COUNTY COMPACTION ENGINEERING, INC. - rrujc ru.). -u'+o -- -- _g_______ Isolated square footings having a diameter of 18 inches and founded a minimum depth of 18 inches below lowest adjacent grade will have an allowable soil bearing pressure of 2000 pounds per square foot. Allcontnuftrotharetob rein cdth-one-4-bartop-and-bttom-SteeHhou1d-bc positioned 3 inches above bottom of footing and 3 inches below top of footing. Interior slabs should be a minimum of 4 inches thick and reinforced with #3 bars on 18 inch centers, both ways at mid-point of slab thickness. Slab underlayment should consist of 4 inches of washed concrete sand with a visqueen moisture barrier installed at mid-point of sand (2 inches sand, visqueen, 2 inches sand). Sand should be tested in accordance with ASTMD-2419 to insure a minimum sand equivalent of 30. Foundation set-backs from top of slopes should be a minimum of 8 feet. If this cannot be achieved, footings near or on adjacent slopes should be founded at a depth such that the horizontal distance from the bottom outside edgeof footing to the face of the slope is a minimum of 8 feet Prior to pouring of concrete, North County COMPACTION ENGINEERING, INC. should be contacted to inspect foundation recommendations for compliance to those set forth. 6C Slopes Cut and compacted fill slopes constructed to maximum heights of 15 feet with maximum slope ratios of 2:1 (horizontal to vertical units) will be stable with relation to deep seated failure, provided they are properly maintained. During grading, positive drainage away from top of slopes should be provided. Subsequent to completion of grading, slopes should be planted as soon as possible with light groundcover indigenous to the area. Our slope stability analysis was performed utilizing "Taylor's Charts" for cut and compacted fill slopes and a safety factor of 1.5. 6D. Retaining Walls For static conditions, the prevailing soils will have an allowable equivalent passive fluid pressure of 336 psf, increasing 336 psf per foot in depth. Allowable pressures assume walls are backfilled with a non-expansive sand a distance behind the wall equivalent to two-thirds the retained height NORTH COUNTY COMPACTION ENGINEERING, INC. Page 6 Allowable active pressures may be assumed to be equivalent to the pressure of a fluid weighing 35 pcf for unrestrained walls. These values assume a vertical, smooth wall, and a level, drained backfill. Should these conditions not be met, we should be contacted for new values. Allowable active pressures for restrained walls may be assumed to be equivalent to the pressure of a fluid weighing 35 pcf, plus an additional uniform lateral pressure of 8H. H=height of retained soils above top of wall footing in vertical feet Allowable active pressures for retaining walls with 2:1 inclinations of sloping surcharge may be assumed to be equivalent to a pressure of fluid weighing 50 pcf. The coefficient of friction of concrete to soil may be assumed to be 40 for resistance to horizontal movement. 6E.1 Estimated Paving Section Structural section for asphaltic paving for the proposed driveways and parking area are based on an estimated R-Value of 30. The following section is provided for bid purposes only. Actual sections should be determined subsequent to completion of grading operations. Assumed Traffic Index 45 (Light Vehicular Parking) 3 inches of asphaltic paving on 4 inches of select base coarse on 6 inches of reconipacted native subgrade All materials and construction for asphaltic paving and base should conform to the Standard Specifications of the State of California Business and Transportation Agency, Department of Transportation, Sections 39 and 26, respectively. Class II base material should have a minimum R-Value of 78 and a sand equivalent of 30. All materials should be compacted to a minimum of ninety-five percent (95%) Rigid Concrete Paving 5 inches Of concrete reinforced with #3 bars on 18 inch center, both ways, on 6 inches of recompacted native subgrade soils NORTH COUNTY 'Is COMPACTION ENGINEERING, INC. - . rr0JtXA nu. -o'thu - Page7 NOTE: All concrete should have a minimum compressive strength of 3250 psi. All subgrade soils should be compacted to a minimum of ninety-five percent (95%). 6F Seismic Design Considerations (Soil Parameters) Soil Profile = SD (Table 16J of the 1997 Uniform Building Code) Type B' Fault (Rose Canyon) C.) Distance =7 km (California Department of Conservation, Division of Mines and Geology [maps], in conjunction with Tables 16-S and 16-T of the 1997 Uniform Building Code) - 6G. Review of Grading Plan Approved site and grading plans were not available at the time of our investigation. Therefore, upon their completion, we should review them to assure compliance with the recommendations presented in this report 7. UNCERTAINTY AND LIMiTATIONS Surface and subsurface soils are assumed to be uniform. Therefore, should soils encountered during construction differ from those presented in this report, we should be contacted to provide their engineering properties It is the responsibility of the owner and contractor to carry out recommendations set forth in this report. - During our investigation of the subject site, evidence of faulting was not encountered. Subsequent to review of available geologic literature, we feel any faulting in the vicinity of the site may be classified as inactive. However, it should be noted that San Diego County is located ma high seismic area with regard to earthquake. Earthquake proof projects are economically unfeasible. Therefore, damage as a result of earthquake is probable and we assume no liability. We assume the on-site safety of our personnel only. We cannot assume liability of personnel other than our own. It is the responsibility of the owner and contractor to insure construction - operations are conducted in a safe manner and in conformance with regulations governed by CAL-OSHA and/or local agencies 'I- côMPAcrioN L1s ENGINEERING, INC. EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES I COARSE GRAINED: More than half of material is 1prer than No. 200 sieve size. GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel-sand More than half of coarse fraction mixtures, little or no fines. is larger than No 4 sieve size but smaller than 3". 1 GP Poorly graded gravels, gravel sand mixtures, little or no fines. GRAVELS WITH FINES' GM Silty gravels, poorly graded gravel- (Appreciable amount of fines) sand-silt mixtures. GC Clayey gravels, poorly graded gravel-sand, clay mixtures SANDS CLEAN SANDS SW Well graded sand, gravely sands, More than half of coarse fraction little or no fines. is smaller than No 4 sieve size SP Poorly graded sands gravely sands little or no fines SANDS WITH FINES SM Silty sands poorly graded sand and (appreciable amount of fines) silt mixtures SC Clayey sands, poorly graded sand and clay mixtures. H FINE GRAINED More than half of material is smaller than No.200 sieve size SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, sandy silt or clayey- silt-sand mixtures with slight plasticity. Liquid Limit CL Inorganic clays of low to medium less than 50 plasticity, gravely clays lean clays OL Organic silts and organic silty clays of low plasticity; SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous find sandy or silty soils, elastic silts Liquid Limit CH Inorganic clays of high plasticity, greater than 50 fat clays OH Organic clays of medium to high plasticity HIGHLY ORGANIC SOILS. PT Peat and other highly organic soils. US - Undisturbed, driven ring sample or tube sample CK - Undisturbed chunk sample BG - Bulk sample V - Water level at time of excavation or as indicated APPENDIX 'A' NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTINQ-&-INSPEcELON SERVICES TEST PIT LOCATION PLAN PROPOSED FOUR LOT RESIDENTIAL SUBDIVISION OAK AVENUE and HIGHLAND DRIVE CARLSBAD, CALIFORNIA • APPROX. SCALE OAK :.AVENUE- Depth Sample Dry Moisture Passing Sample Soil Description & Remarks (Feet) Type Density Content #200 Depth Classi- _____ (pcf) ON Sieve fication SM Brown, Dry, Loose, Silty-Sand # 1 (Plowed Ground) (Remove and Recompact) 2- SM Yellow Brown, Dry, Medium Dense, 3- CK 1121 3.7 34,Silty-Sandstone (Firm Native) 6- 7- ..------- ---- --- Bottom of Test Pit PROJECT NO CE-6426 PLATE NO TWO Depth Sample Dry Moisture Passing Sample Soil Description & Remarks (Feet) Type Density Content #200 Depth Classi- _____ (pcf) (%) Sieve; fication SM Brown, Dry, Loose, Silty-Sand 1-. BG 19.4 11, (Plowed Ground) (Remove and Recompact) .• - ---, -- -------------- SM Yellow Red, Humid, Medium Dense Silty-Sandstone (Finn Native) CK 110.7 5.0 I ' 5' (Increase Density with Depth) 7- 8- ___ ___-- - Bottom of Test Pit PROJECT NO CE-6426 PLATE NO_1kLR1E Depth (Feet) Sample Type ______ Dry Density (pcf) Moisture Content (%) Passing #200 Sieve Sample Depth Soil Classi- fication Description & Remarks SM Brown, Dry, Loose, Silty-Sand (Plowed Ground) (Remove and Recompact) SM Orange Brown, Humid, Dense, Silty-Sandstone BK 120.3 4.7 3' (Firm Native) CK 4- 5- 6- 7- 8- ------ -- ------ ----------- ----------- Bottom of Test Pit PROJECT NO. CE-6426 L'LAIt NV._IUUK NORTH COUNTY - - - 5' %.#Z &A & A A 1-01 & £ ENGINEERING, INC. - - EXPLORATION LOG - PROJECT NAME: RIGHLAND DR & OAK AVE. 0 DATE LOGGED: 08/27101 - ELEVATION: EXISTING GRADE TEST PIT NO. FOUR Depth- Sample Dry Moisture Passing Sample Soil Description & Remarks -(Feet) Type JenSitLContent.. #200 Depth Classi- * (pet)- (%) Sieve_- fication - - SM - Brown, Dry, Loose, Silty-Sand - - (Plowed Ground) 1- - (Remove and Recompact) 2- - - - SM Orange Brown, Dry, Medium Dense, Silty-Sandstone (Firm Native) 4 . - - * - - - - (Slightly Cemented) 5- 6- - -. - - -. (Becomes Yellow-Red a16 Feet) 7- 8- -9- Bottom of Test Pit PROJECT NO. CE-6426 _____- PLATE NO. FIVE I- COMPACTION ENGINEERING, INC. TABULATION OF TESTRESULTS OPTIMJJM SOU. DESCRIPTION TYPE MOISTURE/MAXIMUM DENSITY. . MAX DRY DENSITY OPT. MOISTURE - . LB CU. FT) (% DRY )VVT) Brown-Silty-Sand _P2--1' 119.5 Ui Orange Brown Silty-Sand P3 @ 3' 132.0 09.6 . EXPANSION POTENTIAL SAMPLE NO. P2 it P3 3' CONDITION - . Remold 90% Remold 90% INITIAL MOISTURE (%) -. 10.6. . 9.2 AIR DRY MOISTURE (%) 2.6 3.7 FINAL MOISTURE (%) 16.3 - 14.0 DRY DENSITY (PCF) 107.6 118.8 LOAD.(PSF) 150 - 150 * SWELL (%) 1.6 1.2 EXPANSION INDEX 16 12 DIRECT SHEAR 0 '- SAMPLE NO. . P2 1' P3 23'. CONDITION Remold 90%, Remold 90% ANGLE INTERNAL FRICTION . 31 - 32 COHESION INTERCEPT (PCF) .160 130 PROJECT NO. CE-6426 PLATE NO. SIX I I COMPACTION ENGINEERING, INC. RECOMMENDED GRADING SPECIFICATIONS (General Provisions) 1 INTENT The intent of these specifications is to .provide procedures in accordance with current standard practices regarding clearing, compacting natural ground, preparing areas to receive fill, and on the project plans. Recommendations set forth in the attached "Preliminary Soils Investigation" report or special provisions are a part of the "Recommended Grading Specifications" and shall supercede the provisions contained hereinafter in case of conflict 2 INSPECTION & TESTING A qualified Soils Engineer shall be employed to inspect and test the earthwork in accordance with these specification and the accepted plans. It will be necessary that the Soils Engineer or his representative be allowed to provide adequate inspection so that he may certify that the work was or was not accomplished as specified or indicated. It shall be the responsibility of the contractor to assist the Soils Engineer and to keep him appraised of work schedules, changes, new information and dated, and new unforeseen soils conditions so that he may make these certifications If substandard conditions (questionable soils, adverse weather, poor moisture control, inadequate compaction, etc.) Are encountered, the Soils Engineer will be empowered to either stop construction until conditions are remedied or recommend rejection of the work. Soil tests used to determine the degree of compaction will be performed in accordance with the following American Society for Testing and Materials (ASTM) test methods *Maximum Density & Optimum Moisture Content (ASTM D-1557-78) * Density of Soil In-Place (ASTM D,1556 or ASTM D-2922 & 3017) 3 MATERIALS Those soils used as fill will have a minimum of forty percent (40%) passing a #4 sieve. They will be free of vegetabl&matter or other deleterious substances and contain no rock over 6 - inches in size. Should unsuitable material be encountered, the Soils Engineer will be contacted to provide recommendations APPENDIX 'B' NORTH COUnTY COMPACTION ENGINEERING, INC. , 4. PLACING AND SPREADING OF FILL The selected fill material shall be placed in layers which when compacted will not exceed 6 inches in thickness. . . Each layer shall be spread evenly and shall be thoroughly blade mixed during the spreading to, insure uniformity of material in each layer.. When moisture content of the fill material is below that recommended by the Soils Engineer, water shall then be added until the moisture content is as specified to assure thorough bonding - during the' compacting process. , When the moisture- content of the fill materials is above that recommended by the Soils Engineer, the fill material shall be aerated by blading or other, satisfactory methods until the moisture content is as specified. ., . 5., COMPACTION .' ': •, After each layer has been placed, mixed, and spread evenly, it shall b thoroughly compacted to not less than ninety percent (90%) relative compaction. Compaction shall be by sheepsfoot rollers multiple-wheel pneumatic tired rollers or othr types of rollers. Rolling shall be accomplished while the fill material is at the specified moisture content. Rolling each layer shall be continuous over it's entire area and the roller shall make sufficient trips to insure that the desired density has been obtained. ' The fill operation shall be continued in 6 inch compacted layers, or as specified above, until the 'fill has been brought to the finished slopes and grades shown on the project plans. * ' WALL BACKFILL • . . • '• Backfill soils should consist of non-expansive sand, Compaction should be achieved with light hand-held pneumatic tampers to avoid over compaction and hence cause structural damage. Wall backfill should be compacted to, a minimum of ninety percent (90%) of maximum density. TRENCH BACKFILL : All trench backfill located within structural areas should be compacted to a minimum of ninety percent (90%) of maximum density. • '. . APPENDIX 'B' . . __ • •• . NORTH COUNTY - _4-&vp 2Fcovered f V'pcir1 COMPACTION ENGINEERING, INC. March 11, 2003 Project No. CE-6426 MSK Development Group - 1542 Oak Avenue - Carlsbad, CA 92008 Subject: Update Letter, Grading Plan and Foundation Plan Review Proposed Single Family Dwellings - Parcels 1, 2 and 3 of Map No. 9040 Oak Avenue and Highland Drive Carlsbad, California - * (City of Carlsbad #03-460) Reference: 1.) "Preliminary Sails Investigation" prepared by North County Compaction Engineering, Inc. dated September 13, 2001 2.) Grading Plan prepared by K & S Engineering dated March 5, 2003 3.) Foundation Plan prepared by Nick Servin, RCE #33,538 dated February 6, 2003 Gentlemen: Per the city's request, we have reviewed the above referenced project plans and soils reports prepard for the subject pioject. -. Our review revealed that the project grading plans and foundation plans were prepared in substantial conformance with the recommendations presented in our Preliminary Soils report (Reference No. 1). Therefore, we recommend plans be submitted to the City of Carlsbad as scheduled. In addition to our plan review, the recommendations presented in our Preliminary Soils Investigation (Reference No. 19 should be considered valid to date. Therefore we are updating the report herein. • - -• . -V--. - P.O. OX 302002 ESCONPiPO, CA 92030 (760) 480-1116 FAX (760) 741-6568 Project No. CE-6426 MSK Development 1542 Oak Avenue Carlsbad, CA 92008 Subject: Report of Certification of Compacted Fill Ground Two (2) Proposed Single Family Dwellings and Detached Garage 5-0 1542 Oak Avenue Parcels 1,2 and 3of Map No 9040 17 Carlsbad, California FEB o Gentlemen: In response to your request, the following report has been prepared to indicate results of soil testing, observations, and inspection of earthwork construction at the subject site. Testing and inspection services were performed from January 8, 2004 through February 6, 2004 Briefly, our findings reveal filled ground has been compacted to a minimum of ninety percent (90%) Therefore, we recommend construction continue as scheduled SCOPE Our firm was retained to observe grading operations with regard to current standard practices and to determine the degree of compaction of placed fill. Grading and stormwater management plans were prepared by K & S Engineering of San Diego, California. Grading operations were performed by Southland Construction Reference is made to our previously submitted report entitled, "Preliminary Soils Investigation", dated September 13, 2001 Approximate locations and depth of filled ground and extent of earthwork construction covered in this report are indicated on the attached Plate No One entitled, "Test Location Sketch" P. 0. BOX 302002 * ESCONDIDO, CA 92030 * (760) 480-1116 FAX (760) 741-6568 c NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-6426 Page 2 Grading operations were performed in order to create 3 level building pad to accommodate the proposed single family dwellings and a detached garage. Should the finished pad be altered in any way, we should be contacted to provide additional recommendations. The site was graded in accordance with recommendations set forth in our previously submitted report. The site was graded to approximately conform to project plans. Actual pad size and elevation may differ. Finish grade operations are to be completed at a later date. LABORATORY TESTING Representative soils samples were collected and returned to the laboratory for testing. The following tests were performed and are tabulated on the attached Plate No. Three. Optimum Moisture/Maximum Density (ASTM D-1557) Expansion Potential Test (FHA Standard) SOIL CONDITIONS Native soils encountered were silty-sands. Fill soils were imported and generated from on-site excavation. The building sites contained a transition from cut to fill. However, cut areas located within the building area were over excavated a minimum of 3 feet and brought to grade with compacted soil. Over excavation was carried a minimum of 5 feet beyond the exterior building perimeter. Hence, no consideration need be given this characteristic. On-site soils were found to have an expansion index of 12 and are classified as being "very low" in expansion potential. During earthwork construction, native areas to receive fill were scarified, watered, and compacted to a minimum of ninety percent (90%) of maximum density. Fill soils were placed, watered, and compacted in 6 inch lifts. To determine the degree of compaction, field density tests were performed in accordance with ASTM D-1 556 or D-2922 at the approximate horizontal locations designated on the attached Plate No. One entitled, "Test Location Sketch". A tabulation c NORTH COUNTY . COMPACTION * ENGINEERING, INC. . . Project No. CE-6426 Page of test results and their vertical locations are presented on the attached Plate No. Two entitled "Tabulation of Test Results". Fill 'soils found to have a relative compaction of less the ninety percent (90%) were reworked until proper compaction was achieved. RECOMMENDATIONS AND CONCLUSIONS ,. Continuous inspection was not requested to verify fill soils are placed in accordance with current standard practices regarding grading. operations and earthwork construction. Therefore, as economically feasible as possible, part-time inspection was provided. Hence, the following recommendations are based on the assumption that all areas tested are representative of the entire 01 project. 1.) Compacted fill and natural ground within, the defined building areas have . * adequate strength to safely support the proposed loads. 2.) Slopes may be considered stable with relation to deep seated failure provided they are properly maintained. Slopes should be planted within 30 days with light groundcover (no gorilla ice plant) indigenous to the area. Drainage should be diverted away from the slopes to.prevenf water flowing on the face of slope. This will reduce the probability of failure as a result of erosion. 3.) In our opinion, soil liquefaction at the site is unlikely to occur due to the following on-site soils conditions: '. . Groundwater was not encountered at the time of grading. Fill ground and loose topsoils were compacted to a minimum of ninety percent (90%) of maximum dry density. The dense nature of the formation underlying the site. " 4.) Temporary slopes to be retained and/or completed at a later date should be considered unstable and may prove to be a detrimental condition. Furthermore, we * should be contacted to supervise backfill operations. Backfill materials should consist of non-expansive soils (having a swell of less than 2%) placed at a width behind the wall equivalent to two-thirds of the retained height. Crushed rock (1 inch minus), approved by this office, may be an alternate method. All walls should NORTH COMM COMPACTION ENGINEERING, INC. Project No. CE-6426 Page be provided with drains. Drains should consist of 4 inch perforated pipe * surrounded with crushed rock placed at a minimum of 1 cubic foot per lineal foot and have a minimum fall of one percent (1%). A structural engineer should be contacted for a retaining devise recommendations. -. Continuous footings having a minimum width of 12 inches and founded a minimum of 12 inches and 18 inches below lowest adjacent grade for one and two stories, respectively, will have an estimated allowable bearing value of 2000 pounds per square foot. . -. Footi gs located on or adjacent to slopes should be founded at a depth such that the horizontal distance from the bottom outside face of footing to the face of the slope is a minimum of 8 feet. All continuous footings should be reinforced with a minimum of one #4 bar top and bottom. Steel should be positioned 3 inches above bottom of footing and 3 inches below top of footing. * Slabs should be a minimum of 4 inches thick and reinforced with #3 bars on 18 inch centers both ways at mid-point of slab thickness. Interior slab ünderlayrnent should consist of visqueen installed at mid-point within a 4 inch sand barrier (2 inches sand, visqueen, 2 inches sand). Sand should be tested in accordance with ASTM D-2419 to insure a minimum sand equivalent of 30. . Plumbing trenches should be backflhled with a non-expansive soil having a swell of less than two percent (2%) and a minimum sand equivalent of 30. Backfill soils should be inspected and compacted to a minimum of ninety percent (90%). - 11.) Completion of grading operations were lift at rough grade. Therefore; we recommend a landscape architect be contacted to provide finish grade and drainage recommendations. Drainage recommendations should include a - * minimum fall of two percent (2%) away from foundation zones. To further protect rater penetration of the zone, rain gutters should be installed to divert run-off. Landscape planter areas within 4 feet of the foundation should be avoided and/or designed with sealed bottoms and a drain system - • -• - - . . S -• NORTH COUNTY COMPACTION * ENGINEERING, INC. Project No. CE-6426 - Page - S 12.) Unless requested, recommendations for future improvements (additions, pools, recreation slabs, additional grading, etc.) were not included in this report. Prior to construction, we should be contacted to update conditions and provide additional recommendations. Prior to pouring of concrete, North County COMPACTION ENGINEERING, INC. should be contacted to inspect foundation recommendations for compliance to. those set forth. Foundation recommendations presented in this report should be considered minimal. Therefore, we recommend the project architect and structural engineer review this report to assure recommendations presented herein will be suitable with regard to the type of construction planned. .-. .. .•. . . - In the event a future swimming pool is constructed, we should be contacted to inspect the pool excavation to assure that adverse soil conditions do not exist. . UNCERTAINTY AND LIMITATIONS In the event foundation excavation and steel placement inspection is required and/or requested, an additional cost of $180.00 will be invoiced to perform the field inspection and prepare a "Final Conformance Letter". If foundations are constructed in more than one phase, $130.00 for each additional inspection will be invoiced. (Same applies forpool excavation inspections.) It is the responsibility of the owner and/or his representative to carry out recommendations set forth in this report. San Diego County is located in a high risk area with regard to earthquake. Earthquake resistant projects are economically unféasible. Therefore, damage as a result of earthquake is probable and we assume no liability. * * We assume the on-site safety of our personnel only. We cannot assume liability of personnel other than our own. It is the responsibility of the owner and contractor to insure construction * operations are conducted in a safe manner and in conformance with regulations governed by CAL-OSHA and/or local agencies. - - - - I I - - NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING Two. Proposed Single Family 0 Dwellings & Detached Garage No. Scale Oak Avenue Carlsbad, California NOTE: All compaction tests are delineated in red TEST LOCATION SKETCH PROJECT NO. C6426 PLATE NO. ONE Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location' % Dry Wt. LB Cu. Ft. Type Compaction 1 01/23/04 See 170.0 09.8 125.1 III 95.4 2 Plate 170.0 12.7 123.2 111 93.9 3 01/26/04 One 172.0 - 09.4 . 125.8 III 95.9 4 173.0 09.7 124.6 III 95.0 5 " 172.0 091 . 123.1 III 93.8 6 " 1730 08.9 123.9 III 94.4 7 01/27/04 ' 175.0 096 121.4 III 92.5 8 " ' 1750 08.6 120.5 III 91.6 9 " 1750 108 1235 III 941 10 * 1760 099 1239 III 94.4 11 " 1750 116 1230 III . 937 12 ' 1760 115 1236 111 942 13 01/29/04 " ..174.0 '09.5. 122.0 III 92.9 '14 " 174.0 10.4 108.5 III 82.7* 15 01/30/04 1740 090 1191 111 907 16 1740 110 1225 111 936 17 02/02/04 175.0 12.6 121.5 11 92.0 18 1750 122 1203 11 911 19 02/06/04 RFG 11.8 1265 11 958 20 RFG '12.1 124.8 II 94.5 21 -176.2 RFG 091 1264 IV 972 22 " 1762 RFG 11 .4, 1-25.7 IV 96.7 - 23 1754 098 1249 111 952 24 177.1 i 12.8 123.4 IV 94.9 25 177.1 17.9 , 122.5 IV 94.2 4' REMARKS RFG = Rough Finish Grade *Test No 16 is a retest of Test No 14 43 PROJECT NO CE-6426 PLATE NO TWO • ! NORTH COUNTY COMPACTION .ENGINEER NG, INC. - TABULATION OF TEST RESULTS OPTIMUM MOISTURE/MAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX DRY DENSITY OPT MOISTURE (LB. CU. FT) (% DRY WT) Orange Brown Silty-Sand II 132.0 09.6 Tan Silty-Sand in •. 131.2 •. 09.4 Tan Brown Silty-Sand (Import) IV 1300 093 EXPANSION POTENTIAL SAMPLE NO. H IV CONDITION Remold 90% Remold 90% INITIAL MOISTURE (%) C 9.2 9.1 AIR DRY MOISTURE (%) 3.7 ' 5.6 FINAL MOISTURE (%) 14.0 131 DRY DENSITY (PCF) 1198 1170 LOAD (PSF) 150 150 - SWELL (%) 12 00 EXPANSION INDEX 12 0 4 *• I t PROJECT NO CE-6426 PLATE NO THREE PCR04037 1542 OAK AV CBAD C8030864 1S42 OAK AVCBAO -- GALLAGHER RES-DEMO EXIST GARAG '. NEW-630 SF 20U OVER 758 SF GAR & 136 SF B. . . .. RESDNTL 'RAID BUILDIN c.//g// (7/ PLANNING aja= V ENGINEERING tJ FIF1EAPPR/FORM HEALTH DEPT 0 / HAZ MAT / AIR QUAL OTHER SEWER DISTR J/ 3T( -c7çt I ( 3 BLDG GRADING LETTER TO FROM jr q/21/oi eVAPPUCANT APPLICANT PLAN CORR I . ENG CORA qLQc -1- ~Lt''n1f15//c 0012FoRM' CFD FORM 03/0+70 + EsId f L fri J 1. - I € j - I c I2)OL1 e'°5Q CLI"l cel /ziJo - ? (Lec C9 7_6 UA- ej City of Carlsbad , 1635 Faraday Av. Carlsbad, CA 92008 08-10-2004J WI PIan Cheàk Revision Permit No: PCR04100 - Building Inspection, Request Line (760) 602-2725 Job Address: 1542 OAK AV CBAD Permit Type: PCR . S Status:. ISSUED Parcel No: 1562110800 Lot #: 0 Applied: 06/22/2004 Valuation:' $0.00 Construction Type: NEW Entered By: KMT Reference #: . CB030864 . ' -. Plan Approved: 08/10/2004 Issued: 08/10/2004 Project Title: GALLAGHER RES-SWITCH BATH AREA ' Inspect Area: W/ KITCHEN! ADD FIREPLC & CVRD DECK & CARPORT Applicant: - Owner: JIM KAMPHUIS . . -OAKAVELP 1542 OAK AVE CAFLSBAD CA 92008 760-845-2623 .5. . / .(.. I' \ (• / Plan Check Revision Fee / l \) j (,-\ $240.00 Additional Fees / $0.00 Total Fees: $?40.001 Total Payments To Date: J j\ $0.00 BaIance Due: $240.00 / c / ) ( 01 t -. 8486 08/10/04 0O1 0224000 c r, 9- FINAL APPRO VIL Inspector: L" /' 'Date: 'f L 5 Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions. You have 90 days from the date this permit was issued to protest imposition of these tees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest-and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition: You are hereby FURTHER NOTIFIED that your right to protest the secified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION- - .. - CITY OF CARLSBAD BUILDING DEPARTMENT. 1635 Faraday Ave., Carlsbad CA 92008 - FOR OFFICE USE ONLY PLAN CHECK NO. EST.VAL. '- Plan Ck. Deposit • - Validatd By' Date ,00ress (iflCiUU5 ouog,uite N Legal Description " . Lot No. Subdivision Name/Number - • ' Unit No. Phase No. , Total # of units . 5.; . . ,.••' .' . --.. . .. ' .', - ssessor s Parcel # Existing Useo Proposed Use ,%a S11 of Work . , SQ. FT. - . #of Storie' - . # of Bedrooms # of Bathrooms IAI -I ' L'i'L'IA, kI,,..i.I Jjj / j MA :'u' .-• . ama ' ' Addres '- • ".' City . State/Zip- Telephone # Fax # Ogent conacoQ thvrer' gjit toi Owner . 31m I41p1oS -•-• . . H 7- Ajame •.. . ." ' Address - - City il, State/Zip Telephone # AOPERTOVFIIER1 21,i.jl s Name - . Address ,1.11 , - : City - State/Zip Telephone # w- ... . ..i (Sec. 7031.5 *Business and Professions Code: Any City or County which requires a permit to construct, alter,improva, demolish or repair any structure, prior to its issuance, also requires the applicant for stich.permit to file a signed statement,that heislicensed pursuant to the provisions of 4the'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 fore permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). -, . ' .- . -' - Name " , 'ti' - Address - , City' State/Zip Telephone # • , 'State License P' . ' - " - -. License Class - ' City Business Lic'ense' # -' Designer Name . , ' Address , C •' - , City State/Zip Telephone - State Lidense# ,- Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance' of the work for which this permit is issued . " 0 ' I have aiuid will maintain workers' compensatiOn, as required bç Section 3700 of the Labor Code, for the perforriance of the work for which this permit is issued My worker's compensation insurance carrier and policy number are '. Insurance Company 4 - ' I ' Policy No.. F Expiration Date • (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 1$ 1001 OR LESS) - . 0.. 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 Compnsation Laws of California WARNING: Failure to 5ecur workers' com'Pensstl4n coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred k thousand dollars ($100,000), In addition to the cost of compensation, damages as provided form Section 3706 of the Labor coda, interest and attorney's fees. SIGNATURE . ' 2. '. ' -" . DATE' OEM Msa Re" 1- I hereby affirm that I am exempt from the Contractor's License Law for the following reason '0 1, -as ownr. of the property or my employees with wages as their sole compensation: will do the work and the structure is not inte'rided ,r offered for sale (Sec 7044, Businesi 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) I, as ownerof the property, am exclusively'contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Coda: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law)., • .1 am exempt under Section ' ..Btsinss and Professions Code"for this 'reason:' 1 I personally plan to provide the major labor and materials for construction of thtproposed property improvement 0 YES ONO 2 I (have / have not) signed an application for a building permit for tha proposed work 3 I have contracted with the following parson (firm) to provide the proposed construction (include name / address / phone number / contractors license number) '4. I piarito provide portions of the 'work, but have hired the following persdn to coordinate, supe(vise and provide the major work (include name / address /phona number/ contractors license number): -•'.'''- ____'"'--___•---•_. -' - 5. I will provide some of the work, but I have c'ontracted (hired) the following persons to provide the work indicated (include rame /'address / phone number / type - of work): PROPERTY OWNER SIGNATURE ' _-'- _. _- _.i'. _- __'- 'DATE PMLETE!JHJS ECTIQPLFORWQN.RESIOE4m4L 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 Section's 26505;,25533 or 25534-of the Presley-Tanner Hazardous Substance Account Act?-' 0 YES -0 NO ' , - * .t'. • -.1 - .'- - i. -.-.•' - '- -• 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 - ,'' ' . . ..'' • ',,,'.. 1 ''' ' '. ' . *. , Is the facility to be constr jct'id within 1 000 feet of the outer boundary of a school site? 0 YES 0 NO , - ' - - _x '-- ,,' -.-.- -'-. - - -•'. - - .) .'- c-.- -. . / -' 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. A~F • -- - I hereby affirm that there is 'a construction lending agency for the pe'rformance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME' _' _-'-""__-- LENDER'S ADDRESS -- - I certify, that I have'read the application and statethat the above information is correct-and that th 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 Cit' 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 INCONSEQUENCE 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 shall 'expire by limitation and become null and void if the building or work authorized by such permit is not commenced wi in 18 ay s APPLICANT'SSIGNATURE from the date of suCh pemit or if the buildirg or work authorized by such permit-is suspended or abandoned - at any time after the work is menced for a rio of 80 days (Section 106.4.4 Uniform Building Code).". DATE 2 _"_-0(/ WHIT File YELLOW Applicant PINK Finance ol - ' . - ' - * - ' -::' , - . • ' EsGil Corporation in Partners flip with Government for Building Safety DATE: August 5, 2004 U ARELCANT El gTRI JURISDICTION: Carlsbad •. . . U PE1REVIEWER -• .... . ' UFILE PLAN CHECK NO.: PCR04100 (03-864 Rev 2) SET: III . . PROJECT ADDRESS: 1542 Oak Ave PROJECT NAME: Revision to Detached Garage/2nd Unit for"Gallagher The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. •. . .. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked bybuilding department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed cheôk list and, should be corrected and resubmitted for.a complete recheck. a..,. The checklist transmitted herewith is for your information.. The plans are being held at Esgil Corporation untII,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: • •.• 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 compl?ted. Person contacted: . Telephone #: Date contacted: (by:' ') • Fax #: Mail . TeIephor Fax In Person : . •. . REMARKS: 1) On sheet A2 note that gable end trusses to be TI SGE per new truss. calculations as note in red on owners set. (Previous approved City sets sent back.) By: Ray Fuller • V ' Enclosures: V Esgil CorpOration .. ' LI GA El MB LI EJ • PC (P) 07/29/04 V tmsmtLdot V. V • • • ' • - V. 9320 Chesapeake Drive, Suite 208 •. Sari Diego, California 92123 • (858) 560-1468 .• Fax (858) 560-1576 • - • V • EsGil Corporation In (Partnership With Government for (Building Safety DATE: July 22, 2004 JURISDICTION: Carlsbad IJ PLANREVIEWER FILE PLAN CHECK NO.: 03-864 REV (PCR04100). SET: II - PROJECT ADDRESS: 1,542 Oak Ave . PROJECT NAME: Revision to Detached Garage/23id Unit for Gallagher LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. : The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencie's identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The checklist transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list i enclosed for the jurisdiction to fOrward to the applicant contact person. : The applicant's copy of the check list has been sent to: Jim Kamphuis . 1542 Oak Ave Carlsbad, Ca. 92008 Esgil Corporation staff did not advise the applicant that the plan check has been comleted. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Jim Kamphuis Telephone #: (7 60) 434-6645 Date contacted:1fZ?Jd-((by: ) Fax #: (•c ) L43 Lf co( Mail .._TeIephonec..- Fax '- In Person REMARKS: Revision consists of reshuffle of floorplan and added deck at right. By: Ray Fuller Enclosures: - Esgil Corporation . LI GA LI MB LI EJ [1 PC 07/15/04 tmsmti.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 c. - ' Carlsbad 03-864 REV (PCR04100) - July 22,2004 - RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK N0: 03-864 REV,, (PCRO4100) PROJECT ADDRESS:,1542 Oak Ave SET II DATE PLAN RECEIVED BY . DATE RECHECK COMPLETED: ESGIL CORPORATION: 07/15/04 July 22, 2004 REVIEWED BY: Ray Fuller 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, 1.997 Uniform Building Code, the approval, of the plans does not permit the violation of any state, county or city law. 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. In case you did not keep a copy of the prior, correction list, we have enclosed those pages containing the outstanding corrections. 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 changes been made not resulting from this list? , ]Yes UNo Carlsbad 03-864 REV (PCR04100) July 22, 2004 The items listed below are from the previous list. These remaining items have not been adequately addressed. The remarks in bold are to emphasize the remaining problem. The following note should be given with each correction list: Please make all corrections on the original tracings, as requested in the correction list.. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. Final sets of plans and any new calculations to be stamped and signed by engineer and of record also. Provide insulation in walls and ceiling to achieve STC of 50 between garage and living area if garage use is not controlled by resident. Title 24. If garage not controlled by residence above then must detail and reference how meeting this requirement i.e. per attached sheet. If occupant above is to use garage below then note this on the response and remove note. Provide truss details and truss calculations for this project that match the identification numbers on the plans. Truss plans were not included in this submittal. Could not locate where gable end truss calculations SEQ 151504 were provided. This is not going to be a structural truss with infill? 4 x 12.roof beams to be designed to span 21 ft? 14. Show the type and size (BTU's) of all heating and cooling appliances or systems. Could not locate where FAU was located. Assume this is to be on a 18"platform in the garage as cannot have direct access to the bedroom. 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. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. 111 L SOUND TRANSMISSION CONTROL STRUCTURAL DETAILS 'One thicAness of J, 8 grpsum One lAkAness of ir j 8 2 ' fzLe RTA'G ONf MOCIR. tje X sum board 2" 4' Plo/c STC 63 - 77,S ONE HOLR .'3'CfpSUI77 if/let strip SINGLE WOOD srws ini RESUENT CHANNEL ro nessex fiberglass j 3 , r.0 thicAnesses of fiberglass h7sulahim ~,Cpp=,m boo - A 00-/- 6 m-cs 16 ac Varl's— board ~,Gjpsm board, DOUBLE WOOD STUD WALLS . 2'-6' P/.."e 4cfnderlcenI One thicllyess of r~;17S;,Id Controlled ®r Src 5a 8 0 \.tic .55 double kyer ~PAM board' fiRE RAT7NG'ONE HOUR k,r,pe X g;psvm board' ResiI// chn/ i 5' STC 3 p,o,e 2 4 Slopgered Mid: 16 ac One lfrJ:.h,e: of 3 (fib e';/:ls/nj,j/o//o,, 200 Co'eF 40az All hv~r add One thicAftess of J" Zberglass unaelyament ( board'Ar/ CcnnsF 4'P4.00d sub/leo, . -ONE Not q gmsLm 110 74 sre J4.S,d5 ME 1S,cc FLOOR/CEILING SYSTEMS STAGGERED WOOD 57W WALL. .1 : EsGil Corporation In (Partnership with government for Building Safety DATE: June 30, 2004 . . Q. APPLICANT JURISDICTION: Carlsbad • .. 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.:. 03-864 REV (PCR04100) SET: I PROJECTAD.DRESS: 1542 Oak Ave . . .. . . PROJECT NAME: Revision to Detached Garage/2nd Unit for Gallagher El The plans transmitted herewith have been-corrected where necesary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply withthe jurisdiction's -building codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted ,fora complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. . The applicant's copy of the check list is enclosed for the jurisdiction to.forward to the applicant contact person. . . . . •. . The applicant's copy of the check list has been sent to: , . • S - Jim Kamphuis . . . • . . . 1542 Oak Ave Carlsbad, Ca. 92008 ., • . . Lii 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:Jim Kamphuis L-'' Telephone #: (760) 434-6645 y Date contacted: [2pj (by: ) . Fax #: LI !'I Mail /clephone / Fax In Person . . . . . . . • • REMARKS: Revision consists of reshuffle of floorplan and added deck at right. By: Bryan Zuppiger . Enclosures: . Esgil Corporation . . .. El GA, . MB Ij EJ - El PC .06/24/04 . .. trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858)'56o-1468 • Fax (858)'560-1-576 Carlsbad 03-864. REV (PCR04 100) June 30, 2004 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 03-864 REV (PCR04100) JURISDICTION: Carlsbad PROJECT ADDRESS: 1542 Oak Ave FLOOR AREA: See Below . . STORIES: 2 New deck 220' HEIGHT: 24'-3" at Front elev. sheet A3. DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 06/24/04 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Bryan Zuppiger COMPLETED: June 30, 2004 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following, model codes: 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To soe.ed UD the recheck Drocess. Dlease note on this list (or a coDy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans'. - -' - Carlsbad 03-864 REV(PCR04100) June 30, 2004 . PLANS " Please make all corrections on the original tracings and submit two new complete sets of prints to Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (858) 560-1468. The person responsible for their preparation must sign all final sheets of plans. * (California Business and Professions Code). This applies to all subsequent • submittals. * - Final plans, specifications and calculations shall be signed and sealed by the engineer or architect licensed by the State of California who is responsible-for ' their preparation. Specify expiration date of license. (Califorhia Business and Professions Code). This applies to all subsequent submittals. 4. Show locations of permanently wired smoke detectors with battery backup: • a) Inside each bedroom. - - b). Centrally located in corridor or area giving access to sleeping rooms. -.. NOTE: Detectors shall sound an alarm audible in 'all sleeping areas of the unit. • Section 310.9.1. 5.. Provide insulation in walls and ceiling to akhieve STC of 50 between garage and living area if garage use is not controlled by resident. Title 24. Provide truss details and truss calculations for this project that match the identification numbers on the plans. Truss plans were not included in this submittal. . Show draglines and girder trusses o6 the' plans. The structural consultant shall provide a letter of review for the truss plans and calculations. '. ' ' ' . • • ' ' . Please include.the calculations for all bearhsin the resubmittal. , In addition to the information shown on the plans,show the deck joists and all supporting members for'the deck at the right and the deck joists at the left. Include the bracing design from the calculations in the framing plans. The shear wall schedule lists one,type of shear wall on sheet A2. Please include the others from sheet A4. , • - ' . Specify nail size and spacing for the floor and roof diaphragms. Indicate required • blocking. Specify plywood and/orparticle board thickness, grade and panel span rating. Table 23-11-E-1. ' • ' - • . - Carlsbad 03-864 REV (PCR04 100) June 30, 2004 - 14. Show the type and size (BTU's) of all heating and cooling appliances or systems.. 15. Specify on the plans the following information for the fireplace(s), per Section 106.3.3: Manufacturer's name. Model name/number. - ,• c) ICBO approval number, or eqUal. Superior does not have an ICBO #. d), Show height of chimney above roof per ICBO approval or'UBC Table 31-B. e) Note on the plans that approved,spark arrestors shall be installed on all chimneys. UBC, Section 3102.3.8. 16. The maximum length of a clothes dryer duct is 14 feet with (two) 901 elbows. All terminations shall be 3' from anyopening in a building. UMC Section, 504.2.2. 17. Review the location of all sübpanels. Subpanels are not approved in garage - firewalls, bathrooms, clothes or linen closets. Will have to be surface mounted in this location. 18. In addition to the information shownon the plans, show on the plan that all p125-volt, single-phase, 15- and 20: ampere receptacles installed in the garage, outdoors and at all kitchen counters comply with the ground-fault - * circuit-interrupter protection specified in NEC Art. 210-8. 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. .. •• • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208; San Diego: California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you hav&any questions regarding these plan reviev items, please contact Bryan Zuppiger at -Esgil. Corporation: Thank you. . • ¶ S - S. 4 •. . . . Carlsbad 03-864 REV (PCR04100) June 30, 2004 . . -. /ALUATI0N AND PLAN CHECK FEE. JURISDICTION Carlsbad PLAN CHECK NO 03-864 REV (PCR04100) PREPARED BY Bryan Zuppiger DATE June 30, 2004 BUILDING ADDRESS 1542 Oak Ave BUILDING OCCUPANCY: R3/U1 TYPE OF CONSTRUCTION: VN BUILDING PORTION . AREA (Sq. Ft.) Valuation . Multiplier Reg. . Mod. VALUE ($) Air Conditioning Fire Sprinklers - TOTAL VALUE Jurisdiction Code 1cb IBY Ordinance . MI I I Plan check Fee by Ordinance - I $240 001 Type of Review LI Complete Review Structural Only LI Other __ LI Repetitive Fee Repeats . . . Hourly I 21 Hours * Esgil Plan Review Fee I $192.001 * Based on hourly rate . • . . . • . Comments - macvalue doc Structural Calculations - For. Prefect: MSK Garage (REVISION) 1542 Oak Avenue Carlsbad, CA 92064 Mark Burginger Valle Verde Ranch Studio 12944 Camino Del Valle Poway, CA 92064 858-613-0656 Nick Servin Servin Engineering. •• 2382 Camino Vida Roble, Suite F Carlsbad, CA 92009 (760) 931-1792, FAX: (760) 931-1892, FAX2: (603) 484-7917 uiatthliuik.net JOB NUMBER: 21245 March16, 2004 Nick Servin RCE 33,538, EXPIRES 6/30/2006 Engineer does not take any responsibility for construction, or control of the job. Engineer's responsibility is solely limited to the design of the structural members included herein. Any changes to design, structural members or configuration shall void calculations. Supervision may be contracted for assurance of proper construction. - Poc(o No. DESCRIPTION SHEETS 1 Engineering AssumptiOns 2 Framing Calculations Fl 3 Footing Calculations, Pads * 131 - PZ 4 Lateral Calculations, Wind & Seismic V Li - 5 Shear Wall Schedule & Miscellaneous details H ENGINEERING ASSUMPTIONS. LOADS: - ROOF. - DEAD LOADS: COMP SHINGLES - 8.0 PSF - FRAMING 5.0 PSF - DRYWALL 2.0 PSF - MISCELLANEOUS 2.0 PSF PLYWOOD 3.0 PSF TOTAL LIVE LOADS: I - SLOPE <4:12 - -, 20.0 PSF - SLOPE >4:12 . - 16.0 PSF FLOOR: .• DEAD LOADS: - FRAMING 6.0 PSF PLYWOOD - 3.0 PSF CARPETIPAD- 1.0 PSF- CEILING 3.0 PSF - MISCELLANEOUS 2.0 PSF - TOTAL - 15.0 PSF - LIVE LOADS: - - FLOOR - - 40.0 PSF DECK - - 40.OPSF : TATf'f!.IV -- - • - SOIL BEARING PRESSURE: 1000 PSF -• - • E . Amrhaetscr Bw,ncss TJ-Beam(TM) 6.10 Serial Number. 7002121264 FJ-1 14" TJI® 210 @ 16" 0/c User. ZWW4 11:42:29 AM Pagel Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 21' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Width Length LivelDead/UpliftiTotal 1 Stud wall 3.50" 2.25" 560/210/0/770 2 Stud wall 3.50" 2.25" 560/210/0/770 Detail Other A3: Rim Board 1 Ply 1 1/4" x 14" 0.8E TJ-Strand Rim Board® A3: Rim Board I Ply 1 1/4" x 14" 0.8E TJ-Strand Rim Board® -See TJ SPECIFIER'S I BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 755 -749 1945 Passed (38%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 755 755 1110 Passed (68%) Bearing 2 under Floor loading Moment (Ft-Lbs) 3884 3884 4280 Passed (91%) MID Span 1 under Floor loading Live Load Defi (in) 0.465 0.515 Passed (L/531) MID Span 1 under Floor loading Total Load Defi (in) 0.639 1.029 Passed (U386) MID Span I under Floor loading TJPro 31 30 Passed Span 1 -Deflection Criteria: STAN DARD(LL:L/480TL:L/240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED& NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.47 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier orTJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: MSK garage Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI® and 13-Beam® are registered trademarks of Trus Joist. e-r Joist", Pro and TJ-Pro- are trademarks of Trus Joist. OPERATOR INFORMATION: Stephen Lepper Servin Engineering 2382 Camino Vida Roble, Suite F Carlsbad, Ca 92009 Phone: 760-931-1792 Fax : 760-931-1892 nservin@earthlink.net 4WA -t- TJ-Beam(TM)6.1O Serial Nu 121284 14"TJI® 210 @ 16" 0/C Page2 Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 2 - 20' 7.00" ' Max. Vertical Reaction Total (lbs) 770 770 Max. Vertical Reaction Live (lbs) 560 560 Selected Bearing Length (in) 2.25(W) - 2.25(W) Max. tJnbraced Length (in) 32 Loading on all spans, LDF =,0.90 , 1.0 Dead Design Shear (lbs) 204 -204 Max Shear (lbs) - 206 -206 Member Reaction (lbs) 206 206 Support Reaction (lbs) 210 210 - Moment (Ft-Lbs) 1059 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor . Design Shear (lbs) I -749 Max Shear (lbs) 755 - -755 '. Member Reaction (lbs) 755 755. Support Reaction (lbs) 770 770 Moment (Ft-Lbs) 3884 Live Deflection (in) . 0.465 Total Deflection (in) 0.639 PROJECT INFORMATION: . . - OPERATOR INFORMATION: MSK garage Stephen Lepper Servin Engineering - . - 2382 Camino Vida Roble, Suite F Carlsbad, Ca 92009 Phone: 760-931-1792 Fax :760-931-1892 • nservin@earthlink.net Copyright © 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-BeamB.are registered trademarks of Trus Joist. • e-I Joist, Pro and TJ-Pro' are trademarks of Trus Joist. COMPANY PROJECT Wood Works® Mar. 16, 2004 09:55:15 SB-i Design Check Calculation Sheet LOADS: (Ibs, psf, or pif) - Load Type Distribution Manitude Location [ft] Pattern . - Start End Star . End Load? Dead Full Area 15 (3.50)1 No 2 Live . Full Area 40 (3.50)1 No 3 Dead Full Area 12 (8.00) . No *Tributary Width (ft) . •,•, . . , .-. - MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 0 Dead 1720 . - . . . . - . . 1720 Live 1470 Total 3190 . . 3190 Bearing:- 1.2 -- . -' . . 1.2 Length PSL, 2.OE, 2900Fb, 3-112x14" Self Weight of 15.31 plf automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS-1997: ( Ibs, Ibs-ft, or in) ' '4 . . ADDITIONAL DATA: . FACTORS: F CD CM Ct CL - CF -. CV Cfu . Cr LC# ' Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 .1.00 1.00 '2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) - 2 Fcp'= 750 1.00 1.00 E' = 2.0 million 1.00 1.00 . 2 Bending(+): LC# 2 = D+L, N = 16748 lbs-ft Shear : LC# 2 = D+L, V = 3190, V@d' = 2836 lbs - Deflection: LC# 2 = D+L EI1600.67e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defin Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: - - - Please verify that the default deflection limits are appropriate for your application. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. I ' • , - - I- I Criterion Analysis Value Design Value ' Shear V @d = 2836 yr = 9310 Analysis/Det_3 V/yr = M16748 0 Bending(+) Mr 27162 H/Mr =2 Live ncl I.-, El ')O - 1' ICO - FEEO A In - EJ.EJ — L/,)QU ,-,res 0. [.i2ta1 Defl'n I 1.05 = L/238 1.40 = L/180 0.75 COMPANY PROJECT Wood Works® SO1TWAil lOt WOOl) OW( Mar. 16, 2004 10:06:06 SBA a Design Check Calculation Sheet LOADS: (lbs, psf, or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full Area 15 (3.50) No 2 Dead Full Area 12 (8.00)jr No 3 Wind Point 2087 10.00 No -. SL.LLJULCLy VV.LLZLIL L%..) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (ins: '0, . 21' Dead 1720 1720 Live 1093 994 Total 2813 2714 Bearing: - 1.1 - . 1.0 Length PSL, 2.OE, 2900Fb, 3-112x14" Self Weight of 15.31 plf automatically included in loads; Load combinations: ICBO-UBC -. SECTION vs. DESIGN CODE NDS-1997: (lbs. lbs-ft. or in Criterion Analysis Value IDesiqn Value Analysis/Design Shear V @d = 1529 Vr = 8379 V/yr = 0.18 Bending(+) M = 19943 Mr = 43459 M/Mr = 0.46 Live Defl'n 0.43 = L/581 0.70 = L/360 0.62 Total Defl'n 1.10 = L/228 1.40 = L/180 0.79 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.60 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 0.90 1.00 1.00 (CH= 1.000) 1 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 - 2 8ending(+) : LC# 2 = D+W, M = 19943 lbs-ft Shear : LC# 1 = D only, V = 1720, V@d = 1529 lbs Deflection: LC# 2 = D+W EI=1600.67e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. . - - COMPANY PROJECT dW rvc!® wnnwoa %Z) OUSG1 Mar. 16, 2004 10:12:03 S13-2 Design Check Calculation Sheet LOADS: (ibs, psf, or pit) Load Type Distribution Magnitude Start End Location [ft) Start End Pattern - Load? 1 Dead Full Area, 20 (10.50) No 2 Live Full Area 16 (10.50) ' No 3 Dead Partial Area - 15 (1050) 2.50 16.00 No 4 Live Partial Area 40 (10.50) 2.50 16.00 No 5 Dead Point 1720 2.50 No - 6 1 Live Point 1470 2.50 . No I.LUL11 %Lu) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 0' 16' Dead 4186 .335 . Live 4976 . 4 48 Total 9162 0 - 8187 Bearing: 3.5 . 3.1 Length PSL, 2.OE, 2900Fb, 3-1!2x18" Self Weight of 19.69 plf automatically included in loads; Load combinations: ICBO-UBC . SECTION vs. DESIGN CODE NDS-1997: ( Ibs, ibs-ft, or in ) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 8566 yr = 11970 V/yr = 0.72 Bending(+) M = 34369 Mr = 43665 M/Mr = 0.79 Live Defl'n 0.27 = L/702 0.53 = L/360 0.51 Total Defl'n 0.57 = L/336 1.07 = L/180 0.53 ADDITIONAL DATA: . . FACTORS: F CD CM Ct CL CF CV Cfu , Cr LC# Fb+= 2900 1.00 1.00 1.00 1.000 0:96 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 . . 2 Bending(+) : LC# 2 = D+L, M'= 34369 lbs-ft Shear : LC# 2 = D+L, V = 9162, V@d = 8566 lbs . Deflection: LC# 2 = D+L E13402.00e06 lb-in2 . . Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) - (All LC's are listed in the Analysisoutput) DESIGN NOTES: . . -. . Please verify that the default deflection limits are appropriate for your application. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 0 . . COMPANY PROJECT Wood Works® WTW4U 1C4) 1UGN Mar. 16, 2004 10:13:44 FBA Design Check Calculation Sheet LOADS: (Ibs, psf, or pif) . Load Type Distribution Magnitude Location [tt] Pattern - Start End Start End Load? 1 Dead Full Area 20 (10.50)1 No 2 Live Full Area 16 1(10.50) No 3 Dead Full Area 15 (10.50)1 No 4 Live Full Area 40 (10.50)1 No - SLSJJLQLy flS.LLI1 tL../ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): . 0' 8-6' I Dead 1605 . 1605 Live 2499 . 2499 Total 4104 -- . . 4104 Bearing: - 1.6 . 1.6 Length . PSL, 2.OE, 2900Fb 3-1!2x9-114" Self Weight of 10.12 plf automatically included in loads; Load combinations: ICBO-UBC . . SECTION vs. DESIGN CODE NDS-1997: (Ibs, lbs-ft, or in) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 3360 yr = 6151 V/yr = 0.55 Bending(+) M = 8721 Mr =. 12416 M/Mr = 0.70 Live Defl'n 0.15 = L/681 0.28 = L/360 0.53 Total Defl'n 0.29-= L/347 0.57 = L/180 0.52 ADDITIONAL DATA: . FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 1.03 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 • (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - . E = 2.0 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 8721 lbs-ft Shear : LC# 2 = 0+L, V =4104, V@d = 3360 lbs Deflection: LC# 2 = D+L EI= 461. 68e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) -- DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. - -• ( tI't (3) /bL A-IL .. Jj9 &f /%5r cd 0 0. E H Lateral Design________ I ----H---' I --H i LL.JILL L I GeneraiDesignJnfomation ~qj -- ----------- -__ -r L_ -- - - - Expbsure CF iffiiffiLH&g1rH23IOI. — - T Basic SPU -hiPL - - .. .,-'. .L . .. ..i-4 -Top plate height=. 18'-0" .Force - .. Ldiaphr4m(/.1 ?--A-2_JZ __-t-.Jg P——g.c- - ----------- - — -174P.-x4'3)/4' I - 2O3PLF Floor Diaphra - — - - - - Force to diaphragm= 1c1, 1g. 5P'F 17 4P'Px h' - 2?1'LF - ._. 11'-O 23' 1 3O'-4cY 4O' IIT54 flO ff4-13—j—ii9-- i23H1 '31 ...LP(psf)...L I L7.4.. 2.....18.5,.11 ..21.5.. .I23.4L. E U ( --- ---.- I - I . -4--Ht-t-H-4- --H--- ---• ---•±-.. V=9 ----_ -1-- ProfileType -- .SeismicZonFactor ZOA_ - .--f- ---i— L --------- - ...OccupancyçategoryIJO Struptux- 4- 1. NearSourceFatori -.Seismic Coeffidieiit Ca=il4(lO)t.P44.....t -+ - L : 5.51 Th iii LL - Assume p1O H--- I.. -- V(O2OW)(14)O143W - Seismic Weight:-- - - --- r-- .L -. ------- Roof. Area— 0,?,'-0.fZ- Wall Weight= iZ P SXZ 34ZL) t'4#- - - Total Weight Floor Areas Weight 15P 75 tI4o -. Wail WeighTZ 7jiZ/±, '7 - .. Total Building Weight /O4 - ZZ4 1, 6 ir 1... --±-f-- iLir ±: ; FL --4-- - r--444 - Ji - U.Ht 11.1L •4__L.. ......i Tfl T - ; Fir, Th2 'MAY _W,4LL!. __4tL4 ____1NtJ?L __-I---- - - ---- -- - - __1 _-J- -- -- H- -: .:...; MAX VA ..i z.-.z AQx Z=p Lvt> 2V - Poor- MAX t4JA1L 1J 2<_qq'j-4 211 _PZ-F :V7s MAx WA-IL Hi-41a - - FOUNDATION I - . SCALE. 1 -4 - 0 A o AO IC S&OC(A3OAW IMtCNØ.OQUWALU4T - -. - CA 3 3x 2. ® No. 937811E SI1EDTLER Engineer's Computation Pad I 4.. ...-. i; ' WT 124 Lf- I... r M I t .i r_t ... . := _ --Hj-- -- 'l•• .L .. . t---i----i------H---f------- ..... .................................................. 1 '11 1LII -• .1 . • . •. . 1, .t-----•t--•1 -•1-••'- ____________ •--•H± fti t±+f r • .1- No. 937811E S1D1LER Engineer's Computation Pad 4 .: I .4 _..L.. H ---I----...:.. f. ±1111111 +t.:tT+J:.tTIIZt : ..i•• 1. 'It... •1• __ fH2 H Hi . • ____ :.. . -, . ... - . ... 4 . .. .. -. i• iii T :Ti, LTJ .\' ' •; '' !H1 :Hti . • . - -•-;• ._4 ..__L ........ -I. •. •; - • H J• ., • • -..-t • -. H-4 H 1 ; I • . •: j.. . . --f-. -.I-.-. -.-i • L••••-4--i-- }.. -I-.- H; -- :.L-t-...F..H..... II ® No. 937 811E w'' " Engineers Computation Pad ±L JL I. TT -I -< ..+- H H -fHr .1 •. ---T' . -R.-J : H 1_i tI1HIJI 14*k4 f.; It.1 1. it I H H1 = HP: F Overturning Analysis . . Project: MSK Garage' . Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 Wall: #1 Wall'. Line A . . Loading Wall Shear . FwIND= 4896 lb - VW1ND 233 plf FSEISMIC= 2251 lb VSEMMIC= 107 plf DL Trib. Width= 6.0 ft DL= 15.0 psf . Wall Input . - Panel H!W Ratio Wall Line Length= 21.0 ft .0.38 <=2 (Zone 4) Wall Length= 21.0 ft <=3.5 (Zone 3) Height= 8.0 ft Wall Weight= 12.0 psf . Uplift From Wall Above 4/ P(Wind)= 0 - lbs di P(Seismic)= 0 lbs Wall #1 d= 0.0 ft di= 0.0 ft P(Wind)= 0 As P(Seismic)= -0 lbs Wall #2 d= 0.0ft di= 0.0 ft - P(Wind)= 0 lbs P(Seismic)= . 0 lbs WaIl #3 d= 0.0 ft di 0.0 ft P(Wind)= 0 lbs . P(Seismic)= 0 lbs. Wall #4 * d= 0.0 ft di= 0.0 ft - Overturning - Wind * . Resisting Net OTM Holdown . OTM Mom Force ft-lbs ft-lbs ft-lbs Lbs - -' 39,168 7 27,342 11,826 577 -. Seismic - • Resisting Net OTM Holdown OTM Mom Force ft-lbs . ft-lbs ft-lbs Lbs . - 18,008 36,912 -18,904 -922 - Shear Holdown . - . Wall . Mark Type Bolt Capacity . 2 HTTI6 5/8' 3,480 - . Overturning Analysis . Project: MSK Garage Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 Wall: #1 Wall, - Line A.5 Loading Wall Shear FwIND= 3045 lb VW1ND= 305 plf .• FSEISMC= 1275 lb VSEISMIC= 128 pIt DL Trib. Width= 2.0 ft S - DL= 20.0 psf Wall Input Panel HIW Ratio - Wall Line Length= 10.0 ft 0.80 <=2 (Zone 4) . Wall Length= 10.0 ft <=3.5 (Zone 3) Height= 8.0 ft Wall Weight= 12.0 psf. p Uplift From Wall Above - -. 4' P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #1 d= 0.0 ft F\j' dl= 0.0 ft P(Wind)= 0 lbs -. P(Seismic)= 0 lbs - Wall #2 d= 0.0 ft . dl= 0.0, ft P(Wind)= - 0 lbs P(Seismic)= 0 lbs Wall #3 d= 0.0 ft dir 0.0 ft P(Wind)= 0. . lbs P(Seismic)= 0 lbs Wall #4 5 d= 0.0 ft, .. . dl= 0.0 ft Overturning Wind - Resisting Net OTM Holdown - OTM Mom Force ft-lbs ft-lbs ft-lbs Lbs 24,360 4,533 19,827 2,087 1±5- Seismic Resisting Net OTM Holdown 5 OTM Mom S ft-lbs Force 10,200 ft-lbs ft-lbs Lbs 6,120 4;080 429 Shear Holdown Wall - .- tYi Z'S 4zq Mark Type Bolt Capacity 3 CMSTI6 . N/A 4,690 5 Overturning Analysis Project: MSK Garage . Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 Wall: #1 Wall Line B Loading Wall Shear FWIND= 3045 lb VWIND= 190 plf FSEISMIC= 1275 lb - VSEISMIC= 80 pIt DL Trib. Width= 2.0 ft DL= 20.0psf Wall Input Panel HIW Ratio Wall Line Length= 16.0 ft 1.00 <=2 (Zone 4) Wall Length= 8.0 ft • , <=3.5 (Zone 3) Height= 8.0 ft Wal! Weight= 12.0 psf . P Uplift From Wall Above ' 4/ . P(Wind)= 0 lbs . ,di P(Seismic)= 0 lbs . Wall #1 . d= 0.0 ft dl= 0.0 ft P(Wind)= 01 lbs P(Seismid)= 0 lbs Wall #2 . S d= 0.0 ft . . dl= 0.0 ft . P(Wind)= 0 lbs . P(Seismic)= * 0 lbs Wail #3 °d= 0.0 ft dl= 0.0 ft P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #4 d= 0.0 ft . dl= 0.0 ft Overturning___* . . • . . Wind Resisting Net OTM Holdown OTM Mom Force ft-lbs ft-lbs ft-lbs Lbs • 12,180 2,901 9,279 1,237 S • Seismic - Resisting Net OTM Holdown OTM Mom - Force - ft-lbs ft-lbs ft-lbs Lbs 5,100 3,917 1,183 158 • Shear Holdown * Wall S S * Mark 'Type Bolt Capacity • 1 CSI6 1,650 - S Overturning Analysis Project MSK Garage - Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 Wall: #2 Wall Line B Loading Wall Shear. FW1ND= 5911 lb - VWIND= 563 plf FSEISMC= 2676 lb VSEISMC= 255 pIt DL Trib. Width= 0.7 ft DL= 15.0 psf Wall Input V Panel H!W Ratio V V Wall Line Length= I0.5 ft 1.06 <=2 (Zone 4) Wall Length= 8.5 ft .. <=3.5 (Zone 3) Height= 9.0ft V Wall Weight= 12.0 psf P Uplift From Wall Above d P(Wind)= 1237 lbs di P(Seismic)= 158 lbs V Wall #1 d= 8.5-ft p4, V • . di= 0.0 ft V V V P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #2 V d= 0.0 ft V V V di= 0.0 ft P(Wind)= 0 lbs V V V V V P(Seismic)= 0 lbs Wall #3 V V V d= 0.0 ft V V V dl= 0.0 ft V V V V V P(Wind)= 0 lbs P(Seismic)= 0 lbs V V Wall #4 V V V d= 0.0 ft V, •• d1= 0.0 ft V V Overturning Wind V V Resisting Net OTM Holdown V V OTM Mom - Force V • V ft-lbs ft-lbs ft-lbs V Lbs V V 53,580 V 2,842 50,738 6,342 V • V Seismic V V • Resisting Net OTM Holdown . V OTM Mom Force ft-lbs ft-lbs ft-lbs V V Lbs V V V V • 20,840 3,837 17,003 2,125 V Shear Holdown V • V V Wall V V Mark Type Bolt Capacity V V • 6 HD8A 7/8" 7,460 Overturning Analysis Project: MSK Garage . Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 Wall: #1 Wall Line I Loading . Wall Shear FWIND= 2132 lb . vwio 118 plf FSEISMIC 1271 lb . vs6smic= 11 Of DL Trib. Width= 10.5 ft . . DL= 20.0 psf . . Wall Input - Panel HIW Ratio Wall Line. Length= 18.0 ft 0.94 <=2 (Zone 4) Wall Length= 8.5 ft <=3.5 (Zone 3) Height= 8.0 ft . . . Wall Weight= 12.0 psf . . . p• LI" d Uplift From Wall Above . . . .. . .. 4' P(Wind)= 0. lbs . di P(Seismic)= 0 lbs Wall #1 . . ". d=, 0.0 ft .. ..,. dl= 0.0 ft P(Wind)= 0 lbs P(Seismic)= 0 lbs .. Wall #2 d= 0.0 ft . . di= 0.0 ft P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #3 . d= 0.0 ft dl= 0.0 ft P(Wind) 0 lbs P(Seismic)= 0 lbs Wall #4 d= 0.0 ft dl= 0.0 ft - -_ Overturning . . Wind . . . . . • Resisting Net OTM Holdown OTM Mom Force .. - ft-lbs ft-lbs ft-lbs Lbs 8,054 . 7,370 685 86 . Seismic - Resisting Net OTM Holdown . OTM Mom . - Force ft-lbs ft-lbs ft-lbs • Lbs - ..• 4,802 9,949 -5,147 -643 Shear Holdown 0 0 Wall Mark Type Bolt Capaôity . . 1 CSI6 N/A 1,650 Overturning Analysis Project: MSK Garage S Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 Wall: #1 Wall Line 2 Loading Wall Shear FwIND= 2132 lb . vwi= .. 125 plf FSEISMIC= 1271 lb VSEISMIC 75 plf DL Trib., Width= 10.5 ft DL= 20.0 psf Wall Input . Panel H!W Ratio . Wall Line Length= 17.0 ft 1.14 <=2 (Zone 4) Wall Length= 7.0 ft <=3.5 (Zone 3) Height= 8.0 ft Wall Weight= 12.0 psf .. P Uplift From Wall Above P(Wind)= 0 lbs di P(Seismic)= 0 lbs Wall #1 d= 0.0 ft di= 0.0 ft .. . P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #2 d= 0.0 ft dl= 0.0 ft P(Wind)= 0 lbs . . P(Seismic)= 0 lbs : Wall #3 d= 0.0 ft'. . dl= 0.0 ft P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #4 d= 0.0 ft dl= 0.0 ft . * Overturning S Wind S Resisting Net OTM. Holdown. OTM Mom , . Force S ft-lbs ft-lbs ft-lbs Lbs 7,023 4,998 2,025 312 5 Seismic - S Resisting Net OTM Holdown • OTM • Mom Force • ft-lbs ft-lbs. ft-lbs Lbs S 4,187 6,747 . -2,560 -394 Shear . Holdown Wall S S S Mark Type Bolt Capacity S S 1 CSI6 • N/A 7650 5 / Qvertuming Analysis •. S S Project: MSK Garage Location: - 1542 Oak Avenue, Carlsbad, Ca. 92064 : S Wall: #2 Wall - Line 2 Loading Wall Shear FWIND= 2132 lb. VWIND 125 pIt FSEISMIc= 1271 lb VSEISMIC=- 75 pIt DL Trib. Width= 10.5 ft S S DL= 20.0 psf Wall Input , : Panel H!W Ratià S S Wall Line Length= 17.0 ft 0.80 <=2 (Zone 4) Wall Length= 10.0 ft <=3.5 (Zone 3) S Height= 8.0. ft - S Wall Weight= 12.0 psf S .. . d Uplift From Wall Above P(Wind)= 0 lbs . 5' S di P(Seismic)= 0 - lbs . Wall #1. . . d= 0.0 ft dl= 0.0 ft P(Wind)= 0 , lbs .S ,NT P(Seismic)= 0 lbs Wall #2 . . d= 0.0 ft S dl= 0.0 ft P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #3 d= 0.0' ft S - dl= 0.0 ft S. S P(Wind)= .0 lbs 5 P(Seismic)= 0 . lbs Wall #4 d= 0.0 ft di= 0.0ft. S. . Overturning Wind S -. Resisting Net OTM Holdown OTM Mom • Force ft-lbs ft-lbs ft-lbs Lbs • S 10,033 10,200 -167 -18 .- Seismic S Resisting Net OTM Holdown S OTM Mom • Force ft-lbs ft-lbs ft-lbs Lbs • 5,981 13,770 -7,789 -820 - S Shear ' Holdown S • •. Wall - - S Overturning Analysis - Project: MSK Garage Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 Wall: #3 Wall . Line 2 Loading Wall Shear FWIND= 3508 lb VWIND 180 pIt FsEISMIC= 2447 lb VSEISMIC= - - 125 plf DL Trib. Width= 10.5 ft . DL= 15.0 psf . S Wall Input • Panel H!W Ratio S Wall Line Length= 19.5 ft 0.41 <=2 (Zone 4) Wall Length= 19.5 ft <=3.5 (Zone 3) Height= 8.0 ft Wall Weight= 12.0 psf P Uplift From Wall Above P(Wind)= 312 lbs di P(Seismic)= -394 lbs Wall #1 d= 15.5 ft p.4, di= 8.5 ft P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall'#2 d= 0.0 ft dl= 0.0 ft P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #3 d= 0.0 ft S .•• di= 0.0 ft P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #4 d= 0.0 ft dl= 0.0 ft - Overturning - - • Wind • Resisting Net OTM Holdown OTM • Mom • Force ft-lbs ft-lbs ft-lbs Lbs 30,248 • 32,131 -1,883 -99 Seismic Resisting Net OTM Holdown OTM Mom Force ft-lbs ft-lbs ft-lbs Lbs 16,818 43,377 -26,559 -1,398 Shear Holdown - Wall Mark Type Bolt Capacity S • S I None N/A • Footing Calculations . V. Project: MSK Garage . VV Address 1542 Oak Avenue, Carlsbad, Ca: 92064 Phone Date 03/16/04 Allowable Soil Pressure: 1,000 psf - - Pad No. Description Loads Total, Pad Pad. Reinforcing Req r - ft UI Loading.LJLfl Lengirts *4 OdIS eaiway Items Lbs Lbs Inches Inches 3' cIearanc 1 SB-i 3,190 1 3,190 15 21 3 . V 2 SB-2 9,162 - 2 V 2 V V 2 9,162 15 36 5 3 SB-2 8,187 - 3 3 . 3 8,187 15 34 4 4 FB-i 4,104 . .. 4 4 'V V 4 V 4,104 15 .24 3 V 5 . V 5 V V 5 . 5 . 0 0 '0 6 V . V 6 .. 6 . ., V• V V 6 0 01 0 7 V V V V V '• V - V 7 0 0.0 V 8 V V 8' V V V V 8 .8 . 0 o 0 9 . V 9. . V• V 9 0 'V 0 0 - 10 10 11's P-i FOOTING SCHEDULE Pad Ftg . Ftg Reinforcing Required No. Depth Length #4 bars ealway P- # Inches Inches 3" clearance 1 15 21 3 2 15 36 5 3 15 34 4 15.. 24 .3 5 15 0 0 6 15 0 0 7 15 0 0 8 15 0 0 9 15 0 0 .10 15 0 0 11 15 0 0 SHEAR HALL SC HEPIlL E 5/M9E SIDED SHEA THIN6 W6E MJL/M9 AM LTh 2E RATE Mt#6 BLXK,ILL EffAR WLL MARK OR 0-10 /8' 5PLY x 10' (ML) A35 CLIPS (Pit) J5 cc friches cc kkhes cc hhes cc / 3/1,57p P46 48 I6d6 24 220 2 3/8' STP bdo6 36 16d 6 20 267 3 3/8' 57P • We 4 30 16d 4 14 .350 4 3/8'5TT) 8d04 24 L5018'cc 14 --------------- 360 - 5 3/'57p 8d03 22 L5018'ac /2 450 6 3/8'Tl2 bio2 /6 L0!2'oc 8 640 7 3,' 51JZ71PAL I Ad 02. /4 LS o IC' cc 6 730 8 3/S'57MXflA!I 10d42 /2 L5o8'oc 6 670 'L'2'4 x 7' LA6 SCR&1 --,;ff MTES 4 ç 4L DOUBLE SIDED SHEATH/NO M41IAL 6EN.4JLIiM9 ,4JICRE49LTS .C1ER4TELA6 ELXi1LL IEAR MALL MARK __ t) 314'x 14' 5CAM 9g/ L7.5x7' H5AIO ides cc Wfe5 CC frCM5 CC hhes cc A 3/8' 57t1i 4L I lCd 4 18 8 /2 /020 B 3,7ZThR4d. I lCd 03 /4 6 /0 1330 C ' S77Z4L I 10d 2 1.3 6 q I460 V 3,' 5777L I lCd 02 II 6 8 1740 A FIBD MILIMS M TO BE AT 12' cc, KIN1/iki B ASS /I'VICA1ES SllfCW' A35 OR A35F FRAI5 AW4M OR Et2IVAW1T C ALL BOLTS, STRAPS NV MDc.W1 AJ5 Wa BE5ETPRJOR TO PCWH6 OF C0tkRE1E CR FCUVATIC#I IhFfC71Ct V FOR 9&aVa5 4 WO tE 3x SflVS PLATES I PLYJttV aCkKJNS MIt W5TA66B2 NAILS TO AVOID ifFLITliNS OF WW. E CCYf'0517E PARTICLE BOARD PA1$ fri4Y 5L3517T1/Ta2 &ZAVE 24'1. F &17 BOLTS A MIMfrU4OF 7' INTO cO4RETh 6 71E 9/ALL BE A MIMI*1 OF Thè9 &Th , PLATE H!711 CYE ECU LOCATW MT ME TI/All /2' OR LESS ThIAJI SEVEN BOLT OL4JE7 FROM TIE BV. H 5flV5 ARE TO BE 5°ACW No 6PZA TER TIINI 16' O.C. J ThE PREI2RILL59 CLEARA#'ICE McY..E FOR TIE LA6 SCREN 9WK 9/ALL NAVE TIE 5WE VIA1ET AS TIE 9jA) NV TIE SAlE D8'7H OF F ETRAT7CW AS TIE LS7H OF Lt171REA(9 SMl& 5ff DETAILG .- K ThE FR7RILLW LEAD l*2E FOR TIE TWEAbEV PORTION OF TIE LAS 5CR&1 9/ALL BE 1/4' 0 Hill 4 5,46' 'P MAX SE DETAIL L SOAP OR 07 LtICANr MAY BE LUD CW TIE LAS %R&6 OR IN TIE LEAD M7LE6 TO F/€,IMTE Il,flON 4 PREVENT VA)4A6E TO TIE SCR&L Structural Calculations For Project:. '. MSK Garage (ADDENDUM) 1542 Oak Avenue . : . Carlsbad, CA 92064 . ' do S Mark Burginger Valle Verde Ranch Studio - 12944 Camino Del Valle Poway, CA 92064 . 858-6130656 Nick Servin Servin Engineering . 2382 Camino Vida Roble, Suite F Carlsbad, CA 92009 ' (760) 931-1792, FAX: (760) 931-1892, FAX-2: (603) 484-7917 nservjnearthIjnk.net JOB NUMBER: 21245 June 16,2004 CE# 33M Exp- Nick Servin . • RCE 33,538, EXPIRES 6/30/2006 Engineer does not take any responsibility for construction, or control of the job. Engineer's responsibility is solely limited to the design of the ¶ructural members included herein. Any changes to design, structural members or configuration shall void calculations. Supervision may be contracted for assurance of proper construction. ori: cB1W3'6'4 No DESCRIPTION SHEETS 1 Framing Calculations Fl -F5 2 Lateral Calculations, Wind & Seismic Li - L10 3 Footing Calculations, Pads P1 -P2 4 Floor Plan, Elevations, Shear Wall Schedule, & Misc. details - f 2 O) loof, ±I5 P1- ELP AbkT jb4 P . V... V • V 4 A I MNAOc?l V V' lD Ill -VVVfl I -. MM499O 4-I . 441 V. FC\b 45b =2b p4k1 -5\ V . L5 C311Z / (4 4b AALO - 5L- DL - 4(z1000, ObO pi 31 th32(5zh1_32 h1Y _______ z Z-2O A' 1 4II '--e: Z5Lb'iV L'1IiV 4-1 L*-L 74o. g ALC-cNR Ar ZO F LLb 4 040 L-ri L/ (p44W) fz4c :t Eoor' LLo -- 5 :?a - F! - Cb% PE144 - 4 4 LL T11 - 1 L 4CbO 1 000 C") DF- = R - • LIL3 PFc2'/ i !. Af7A C7z(4c.' D- , • 6pLO LLo = (17 15 1 LL L! - 5\ 4()bOo0(2 ") T • 4 TL - • I a 4 i• K L \1' •'. O Lo ,çôô EO/ oo \fL • (Oop-')Cz) •OO 4LLLLJ3&O 4)°f360 •4 L/CP 4 (44' J24 c,.' F9oo; F jo (o • O.15COo )5 F' - Fb "p-s" -• _RQ. LL Ar L 34L(6001')C4 T It U M'- 2-'c (2 DCK 0 I t \/:\/ \ '7' BRACE DESIGN Project: MSK Garage Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 Load: 609.00 lbs• Braces: I each' Force: 609.00 16d Height to Load 8.00 feet. A to C . Height to Brace: 6.00 feet A to B 1) Moments atC: Fa*H1Fb*(H1H2)=0 . * Fb=Fa*H1/(H1H2) •• . - Hi Fa= 609.00 lbs ... HI= 8.00 feet. . H2= 6feet Fb= 2,436.00 lbs Fbc= 3,445.02 lbs . Connectors . . .-.'• . - . Allowable Loads Hankinson's Item Size Fg Fp Adjustment Nails 16d 141.00 141.00 141.00 . . • .. Bolts 0.63 880.00 520.00 586.18. Bolts . 0.75 1,200.00 590.00 686.27 . . Bolts 0.88 1,590.00 630.00 755.96 . . . Used with 3.5" single shear Allowable Factor Number Option . Item Size Load Cd • Required Used , Nails 16d . - 141.00 1.33 18.37 - 19 Bolts 5/8" 586.18 - 1.33 - 4.42 5 Bolts 3/4" 686.27 1.33 . 3.77 -. 4 Bolts 7/8" 755.96 1.33 - 3.43 4 . . Used with 3.5" single shear USE 4-3/4" DIA. BOLTS AT EACH END OF BRACE BRACE DESIGN Project MSK Garage Location 1542 Oak Avenue, Carlsbad, Ca 92064 Load 501.00' lbs Braces I each Force 501.00 16d - Height to Load 8.00 feet A to C Height to Brace: 6.00 feet A to B Moments at C Hi Fa= 501.00 lbs Hi: 800 feet. H2= 6 feet Fb= 2,004.00 lbs . Fbc: 2,834.08 lbs Connectors Allowable Loads Hankinson's Item Size Fg Fp Adjustment Nails 16d 141.00 141.00 141.00 Bolts 0.63, 880.00 520.00 586.18 Bolts 0.75 1,200.00 590.00 686.27 Bolts 0.88 1,590.00 630.00 755.96 Used with 3 5 single shear - Allowable Factor Number Option Item Size Load Cd Required Used Nails 16d 141.00 1.33 15.11 16 Bolts 5/8 586.18 1.33' 3.64 4 Bolts 3/4' 686.27 1.33 . 3.11 4 Bolts . 7/8" 755.96 1.33 2.82 3 ., Used with 3 5 single shear USE 4-314 DIA BOLTS AT EACH END OF BRACE Overturning Analysis . . Project: MSK Garage . Location: 1542 Oak Avenue, Carlsbad, Ca. 92064. Wall: #1 Wall Line A Loading . Wall Shear FWIND= 4896 lb VWIND 233 plf FSEISMc= 2251 lb VSEISMIC= 107 pIt DL Trib. Width= . 6.0 ft ' DL= 15.0 psf . S Wall Input - Panel HIW Ratio Wall Line Length= . 21.0 ft 0.38 <=2 (Zone 4) Wall Length= 21.0 ft . . <=3.5 (Zone 3) Height= 8.0 ft• Wall Weight 12.0 psf . . .., P Uplift From Wall Above P(SsmK)= 0 lbs Wall #1 0 di 0.0 ft P(Wind)= 0 lbs - . . ,T P(Sèismic)= 0 lbs Wall #2 d=- 0.0 ft, -, dl= 0.o ft: P(Wind)= 0 lbs P(Seismic)= 0 . lbs Wall #3 d= 0.0 ft .• dl= 0.0ft - ,. P(Wind)= 0 lbs . P(Seismic)= 0 lbs Wall #4 d= 0.0 ft. di= 0.0 ft . Overturning Wind . • Resisting Net OTM Holdown . . • S OTM Mom • Force ft-lbs ft-lbs ft-lbs . Lbs 39,168 . 27,342 11,826 577 Seismic • . . 5 • • Resisting Net OTM Holdown OTM Mom , - Force • ft-lbs - ft-lbs • ft-lbs . Lbs - 18,008 36,912 18,904 -922 Shear Holdown . • . Wall - . . - • . • - • Mark . Type Bolt Capacity . 2 HTTI6 5/8" 3,480 • Overturning Analysis Project: MSK Garage' Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 ' Wall: #1, Line A.5 . Loading . Wall Shear FWND = 3045 lb ' VwiD = 508 plf FsEIsMIc = 1275 lb ' VSEISMIC = 213 plf DL Trib Width = 2.00 ft DL= 20.0 psf Wall Input . Panel H 1W Ratio Wall Line Length = 6.0 ft '. ' 1.33 <= 2 (Zone 4) * Wall Length = 6.0 ft . <= 3.5 (Zone 3) Height = 8.0 ft . Wall Weight = .12.0 psf . Uplift From Wall Above' " .. PWIND = 0 PSEISMIC = 0 lbs lbs , . Wall #1 . . d V PSEISMIC - 0 lbs Wall #2 . £ d= 0.0 ft . IT d1.= 0.0 ft . " ' Overturning - *,.. . •1 , S Wind . Overturning Resisting Net Overturning Holdown Moment Moment Moment Force 24360 ft-lbs 1632, ft-lbs 22728 ft-lbs 3788 lbs Seismic ' • Overturning , Resisting Net Overturning Holdown Moment Moment Moment .. Force 10200 ft-lbs 2203 ft-lbs 7997 ft-lbs 1333 lbs ' Shear Wall ' Holdown Type * Type. Bolt Capacity 6 • CMSTI6 N I A 4690 lbs :' • • L- Overturning Analysis . Project: .MSK Garage Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 Wall: #1 Wall Line B Loading . . Wall Shear FwjNb= 3045 lb vwiNo= 435 plf FsEIsMIc= 1275 lb . VsEiSMic= 182 plf DL Trib. Width= 2.0 ft . .: DL= 20.0 psf . Wall Input Panel H!W Ratio Wall Line Length= 7.0 ft . .. 1;14 <=2 (Zone 4) Wall Length= 7.0 ft <=3.5 (Zone 3) Height= 8.0 ft . Wall Weight= . 12.0 psf . P Uplift From Wall Above P(Wind)= 01 lbs S . . l di P(Seisrnic)= 0 lbs Wall #1 . . _____/ d= 0.0 ft .. N' dl= 0.0 ft .. P(Wind)= . 0 .. lbs . •. . .,. . ,T P(Seismic)= 0 . lbs Wall #2 d= 0.0 ft ... . dl= 0.0 ft P(Wind)= 0 lbs P(Séismic)= 0 . lbs Wall #3 d= 0.0 ft . . d1= 0.0 ft . .. .P(Wind)= 0 P(Seismic)= 0 lbs Wall #4 d= 0.0 ft di= .0.Oft •. . Overturning . . • S . - Wind Resisting Net OTM Holdown OTM . Mom - Force . ft-lbs . ft-lbs ft-lbs . Lbs 24,360 . 2,221 22,139 3,406 Seismic . . Resisting Net OTM Holdown OTM Mom • Force . . ft-lbs ft-lbs ft-lbs Lbs . 10,200 2,999 7,20T--- 1,108 • - . - . - Shear . Holdown . - . -. • Wall Mark Type Bolt. - Capacity. - 5 CMSTI6 -. 4,690 - Overturning Analysis Project: MSK Garage .. Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 Wall: #2, Line B - • : Loading Wall Shear FwIND = 5911 lb VWND = 563 plf FSEISMIC = 2676 lb VSEISMIC = 255 plf DL Trib Width = 0.70 ft DL= 15.0 psf Wall Input Panel H 1W Ratio Wall Line Length = 10.5 ft - 1.06 <= 2 (Zone 4) Wall Length = 8.5 ft,<= 3.5 (Zone 3) Height= 9.0 ft ,. Wall Weight 12.0 psf • Uplift From Wall Above - PWIND = 3406 lbs . SEISMIC = 1108 lbs Wall #1 d dl V PSEISMIC - 0 lbs Wall #2 d= 0.0 ft - .--, d1 = •0.0 ft IT Overturning - - Wind - • Overturning Resisting -• Net Overturning Holdown Moment Moment Moment Force 72017 ft-lbs 2854 . ft-lbs 69163 ft-lbs 8137 lbs • Seismic Overturning Resisting Net Overturning Holdown Moment Moment Moment Force 48448 ft-lbs 3853 ft-lbs 44595 ft-lbs 5246 lbs Shear Wall . Holdown Type • Type . Bolt • Capacity • • 6 HDIOA 7/8" 9540 lbs '. - 1 ' 9verturnung Analysis Project: MSK Garage Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 Wall: #1 Wall Line I Loading Wall Shear FWIND= 2132 lb VWIN6= 213 plf FSEISMIC= 1271 lb VSEISMIC= 127 plf DLTrib.Width= 10.5 ft . - DL=, 20.0 psf Wall Input Panel HIW Ratio Wall Line Length= 10.0 ft . 0.80 <=2 (Zone 4) Wall Length= 10.0 ft - <=3.5 (Zone 3) Height= 8.0 ft Wall Weight= 12.0 psf P .- 'd Uplift From Wall Above . 4' P(Wind)= 0 lbs di P(Seismic)= 0 lbs Wall #1 d= 0.0 ft . N" dl= 0.0 ft . P(Wind)= 0 lbs : ,T P(Seismic)= 0 lbs Wall #2 . d= 0.0 ft •. 1 dl= 0.0 ft P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #3 d= 0.0 ft dl= 0.0 ft P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #4 d= 0.0 ft •. di= 0.0 ft Overturning Wind Resisting Net OTM - Holdown OTM Mom Force ft-lbs ft-lbs ft-lbs Lbs 17,056 10,200 6,856 722 Seismic - Resisting Net OTM Holdown OTM Mom Force 'ft-lbs • ft-lbs ft-lbs Lbs 10,168 13,770 -3,602 -379 Shear Holdown Wall • - Mark Type Bolt Capacity 1 CSI6 N/A 1,650 Overturning Analysis Project: MSK Garage Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 . Wall: #1& #2 Wall Line 2 Loading Wall Shear . FWIND= 2132 lb VWIND 164 plf FSEISM!C= .1271 lb VSEISMIC .98 plf DL Trib. Width= 10.5 ft DL= 20.0 psf Wall Input . Panel. HIW Ratio Wall Line Length=. 13:0 ft , 1.23 <=2 Zone 4) Wall Length= 6.5 ft <=3.5 (Zone 3) Height= 8.0 ft . Wall Weight= 12.0 psf . . p Uplift From Wall Above . d P(Seismic)= 0 lbs Wall #1 P'F d= 0.0 ft. di 0.'0 ft P(Wind)= 0 . lbs . . . ,T. P(Seismic)= 0 lbs Wall #2 d= 0.0 ft . . . . d1= 0.0 ft . . P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #3 . d= 0.0 ft .. . -. dl= 0.0 ft . . . P(Wind)= . 0 lbs ., . . P(Seismic)= 0 lbs Wall #4 d= 0.0 ft - - dl= 0.0 ft Overturning Wind . . . .. Resisting Net OTM Holdown OTM Mom Force ft-lbs ft-lbs ft-lbs Lbs 8,528 . 4,310 4,219 . 703 - Seismic Resisting Net OTM Holdown OTM Mom - Force ft-lbs ft-lbs ft-lbs Lbs 5,084 5,818 -734 -122 . Shear Holdown Wall - * Mark . Type ' Bolt Capacity . 1 CSI6 N/A 1,650 . Overturning Analysis Project: MSK Garage Location: 1542 Oak Avenue, Carlsbad, Ca. 92064 * Wall #3 Wall Line 2 Loading . Wall Shear FWIND= 3508 lb ., VWIND 185 plf FSEISMIC= 2447 lb VSEISMIC 129 pif DL Trib. Width= 10.5 ft . DL= 15.0psf . Wall Input Panel H/W Ratio . Wall Line Length= 19.0 ft - 0.47 <=2 (Zone 4) Wall Length= 19.0 ft <=3.5 (Zone 3) Height= 9.0 ft Wall Weight= 12.0 psf ip Uplift From Wall Above . 4' P(Wind)= 703 lbs . . di P(Seismic)= -122 lbs Wall #1 d=, 0.0 ft dl= 14.7 ft P(Wind)= 703 lbs ,T P(Seismic)= -122. lbs Wall #2 * d= 11.6ft dl= 4.7 ft P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #3 d= 0.0 ft dl= 0.0 ft P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #4 d=. 0.0 ft - -dl= 0.0 ft Overturning Wind Resisting Net OTM - Holdown. OTM Mom Force ft-lbs ft-lbs ft-lbs Lbs 26,124 31,949 -5,825 -315 Seismic Resisting Net OTM Holdown OTM Mom Force • ft-lbs ft-lbs ft-lbs Lbs - - 22,969 43,130 -20,162 -1,090 Shear Holdown Footing Calculations Project: MSK Garage Address 1542 Oak Avenue, Carlsbad, Ca. 92064 Phone Date 6/1412004 Allowable Soil Pressure: 1,000 psf Pad No. Description Loads Total Pad Pad Reinforcing Required P - # of Loading Depth Lengths ars ea/way Items Lbs Lbs Inches Inches . 3" clearance I SB-i 3,190. 1 .. .. 1 3,190 -15 21 3 2 SB-2 9,162 2 .- . .. 2 2 . 9,162 15 -36 -5 3 SB-2 8,187 3 3 3 8,187 15- 34 4 4 FBA 4,104 4 - 4 . 4 4,104 15 24, 3 5 RB-2 2,268 5 BB-1 1,913 - .5 -, 5 4,181 15 25 3 6 . 6 6 -0- - 0 0 7 7 .. .. . . 7 .7 0 -0 0 8 , 8 8 8 - 0 0 '-0 9 - -. 9 9 .. Ô 0 0 10 . . . . 10 10 . . . 10 0 0 0 11- 0 -0 0 FOOTING SCHEDULE . Pad Ftg Ftg - Reinforcing Required No. Depth Length #4 bars ea/way P- # Inches . Inches 3" clearance 1 15 21. 3 2 15 25 3 3 15 4 -. 4 15. 24 3 - 5 15 25 .3 S - 6 15 0 :0 ,. 7 15 -:0 0 . 8 15 0 0 - -- 9 15- 0. .0 . 10 15 0 0 11 15 -0 0 -. - S - t - -- - S HEAR HALL .SCHWULE 5/M9E 5/PE9 ShEA TH/h• E4R )WL WWW PLY 0f8 5/6'xk ( A35CLJF' kJch6$ X I 3/6' 57D We 6 46 I6d 46 24 220 2 3/8' STh' We6 36 I6d 46 20 260 3 3/8' STV 4 4 30 16d 4 -14 350 4 . 3/8'5r) &d64 24 L316'x /4 - - 5 3/611 -5m 6d93 22 54I8' /2 F640 6 3/8'1V 642 /6 L3412'o 6 7 3,• 51TZflR4L / bd • 2 /4. LS 10' x . 6 730 8 3/'7ThXflR4L! 10d42 /2 L5 0 6'oc 6 870 't2'4' x 7' LA6 5C4Q&1 - MTE5 4 ! PotISLE S/PEP SHEA THINS N,4JL1N6 ,4J*2*R 8.T5 50LEAkELA& L09ILL ALLC4S1...E Ri/4R ', - " "-'.' () 3/4'x 14' ?L2'47' I4J0 ("if) r . A 3/6 57k74L I k:J 4 18 . 6 /2 . /020 8 3,' 51iXThRAI. V 10d 43 /4 6 /330 C W STjw7uzk I . 10d 2 1.3 6 q 1460 V 3'51XflR/ /C4142 6 - 8 1140 NOTES A F18.DM!Lfl)TOEATL2'x,,'gNWj . B . ,435 /fri,47 %+50N' A35 CR A.35F FR'Y49 AWjM OR ERVAWIT ALL BOLTS, 5M4P5 AtV FY.W AWWOR5 5"LL BE 5ET FF4OR TO FaMNS OF CC#4RE7E OR FC'WA TJCW I?6EC77CN. V FOR 9EAWAU5 4 ThRi 8 ZE 3x 5 W FLATE5 s PLTJ'&2V a XKTh&5 fr1 wJ 5TA6H) NAJL5 TO AVOID 59JT11145 Cf Ik7P E CV+'O517E PARTICLE EO,4R0 PAP3 MAY BE 9S71WT7 DE 2!+I F FOv1Df 223A6' PLATE XkcAEF6 AT EACH BOLT &7 &tT5 A MIW$J1 OF 7' INTO CCRE7E 6 ThEE,'1.4LL &A MIM/Iti Of 7t'Bt7 NOT tVW ThLA/ I2'ORLEf Vt4fTS F7C1 TIE EV. H 5TW5A;ZETOBE5PACiV NO 6oREATER nMI60O.C. . J AE P,a?RILLa, CLEARAME 1*E FOR TIE LAO 5CREW 9WK .K4LL HAVE THE 5APE PIAifTB' AS THE .9i4)ç AM) THE AfrE 95 OF F7RA 770W AS ThE LEMSTH OF tM7RE4Da' 554AW, 5EE DETAIL K THE FT'.EVRILLa' LEAP 1*2± FOR TIE TREADED PORTION CF THE LAI9 5CRB49WL BE 1/4' 4' MR 5A6' 4' M4X 5E DETAIL L SON' OR 017 LLICAWT HAY BE tEED ON ThE LAO %R& OR IN ThE LEAD M2L6 TO FAiALATE IIE77ON I FEV?T VN46E TO ThE . Truss ID: TI 9 Elation iper. 52451/EEl - 1.995. Tills 1,651011 15 THE (X$iP0.SLT( RESULT 01 MULTIPLE LOW (5.5(5. PlATE VALUES PER JENO RESEMCU R611161 01607. pcAr1i) BASED ON GREEN iLfrER VALVES. UPLIFIr REACTION(S) Suppc,ri. 1 -103 lb Support 2 -103 lb This ti-tins is designed U5100 the (INC-B? Cede. Bldg Ene1od Yes, lrrç,ortence Factor - 1.00 Truss Location 17ot End Zone I0irricane/(kear. Line No . Etcg Calcyory C Bldg Lenitti 99.00 ft Bldg Iu'fdth 30.00 71 heals •oot height. 22..S ft, rtph - 70 U9C Standard Occuponcy, Dead &od 14.4 psi Job Name: MSK DEVELOPMENT GROUP 0r1I X-LOC R€A'T SIZE ItEQ•0 IC 2z4 (19. #1 6 W.N 1 0- 1-12 2(127 3.sfr 3.30" BC 2ic4 OR. 61 6 Blr. 2 20-10- 4 1627 1.50" 1.50' W0 2x4 DEL STAIIILORD IlIOC R60IJXRE1IE04TS alean are based ONLY (nailed far 10 PSF non-concurrent EC (L. on the truss material at. eadi hearing ii 1(521 UEfLECrr0 (span) 5 L'919 I$ I' 7-8 LIVE) IC COIIP.UIIIR, I TENS. 11 DUB. (SI 1.2 -1632(i5 / 361 1.60 01.21 2-3 -1442(1.25 / 163 1.60 0.22 3-4 -1441(1.25 / 163 1.61) 0.22 4-3 -1432(1.25 / 10.1 1.60 0.22 BE COME. flUB. I TEHS.(D3R. (SI 6-7 -90 1.60 / 1461(1.23 0.31 7-1) -U 2.60 I 972(1.25 0.27 8-9 -Li 1.60 / 9720.25 0.27 9-10 -94 1.60 / 1401(1.25 0.31 Wit allf.(0'Jfl. / TEW.S.UXJR. (51 2-? -311(1.23 / 129(1.60 (LOS 1-7 -19(1.60 f 493(2.25 0.10 3-9 -19(1.60 I 493(1.15 0.20 4-9 -911 (L.25 I 219(1.60 (LOS 5-6-14 4-11-2 i 449-2 5-6-14 5-6-14 ' - lO6-O ' 15-5-2 21-0-0 10-6-0 i 00.6-0 2 '3 4 5 15.00 -1 - - 4-4 * 7-2-30 6-6-93 7-2-10 7-2-90 21-0-0 TnlS)ntene Plaits e 23 Ji. uninta sPtDently 10'(18 Os.). 11'(I6 go.). is MXfi%W/3( 2(1 9°.E gosiloned p€rJcth( Betilb Repert Clrdedpla1s and false frame plalus are pcucithaoelas shoan aitxivc. Sh(fkgotile shad pitlus ttia.t*J outolep itOh sbjdueaI pblea (01 shndaj 7114104 VVARNINGRoad all notes on this sheet and give a copy ofiff to the Erecting Contractor. Cost: B. SCUREIRER This OSign CIa .ntalaOb,$5g nesuraadnd4-.ieea &I,be3,itaitOira3Fo.9sdb,th5.pflfltO1d&1iroe - -5--Or vCinskj00D0690000]. aid dial Is aCaiaOs.ih the a isoraul WI ad OLCalSll Osgor: M fLC = 16 ___________________________________________________ WT; 1170 osi:. So ra.0aee lie raeairaie nsouAaOoen db Urded3soe pea. laldal. Ttaik.idig ouaso nunt aes 11111 liaOi IC Live 16.00 psf ilti rFac L-1-25 P-1-1$ Rep Kbr Rod 1. US BARR LUMBER s4Uo onthb dnd0. naieo.aWod the bJls lnpd b1itebeil wldrg (Ode asdlraOUpidilclt. The d3on otnuinra ISO IC lopthitii to. a r canalS otsis,Oioded. oaoal 0So01.t IWO dittignil to to-sin.. I rd. b ,, n CSO 01 a.Paiitfl5 mitl0elnitdj rel.soLa.05'y usnI,00Io1 ilsaidhi TC Dead 14.00 pa f _____________ EL CENTRO tnumd. 'hitithi iloarait aide. dlbs w00210 e aloWdal l2 ..Fob'iai*. Iitijl,.hiiall BC Live 0.01) f iRep Flbr Coop 1.00 4445 llorrjypart< O,' Colo Springs, CO koDoi Old lam lbslnaaiI n1aso w,n u01iuo-aa dandajE .1..? old O.ain OoJaIRgn.b nuIU1O 05 Wafl 100. TIstraSOdsale. BC [lead 10.00 Psf I Rep Mbr Tens o.cSpacing .1. 00 2- 0- 0 TRUSPLUS 6.0 VER: T&.4.1 (9 l5O)a4SI93UARYSI4°EtS *j WTCAa,d M. The Inns PIasI,ijo(iPbcdelaS510000*a.Uldeo. TOTAL 40.00 P' I°05 19(1 Spec DEEL RAHO: 1.1240 UBC-97 TC: 1/24 ito'i I fjok Job Name: MSK_DEVELOPMENT GROUP Truss _ID: _TIA qty: 14 i11c, IC-LOC REACT SIZE (ff01) 1-22 1027 3. SO' 1.30 TC 2e4 OIl. 41 A Bir. (IC 2K4 Oil. Li. A fltr. Platfee seer NISIIIPJ - 1905 (1115 0,15166 11 THE OF UPLIFTREACTION(S)0- ll t0'5tkSflE RESULT -203 2 20.311. 4 202? 3.70 7.10' ISIM 2,c4 •iL STA\-HJRD (luufipiL iflitll CASES. Support 7 Support 7 -703 18 RUG RE0U18E#ffS shoi.n are based ONLY an the truss nirerial at each bearing- rLTuG EkSED OR OtEcOl LUMUER vsius. PIJ1C VALUES PER ICED RESEARCH REPORT 11607. This trues is designed usia9 the 1126-97 Cade. MAX DErIEcTJ(wi (span) aldy Enclosed Fec, importance raster = I.fgey IN 11111 7-8 (LIVE) - iruss Location . Net End 7c.iie -1.11' ;nJceaal No tiger- lHidg Idth, 0.00, ft 16 (CeO. OWl / 11015. (11W. ( . I3oañ roof height 22.36 it. ih .. Ciccupanc'. Iced 14.4 10 geE 2-3 : f (126 Standard Pea L 1: (C 6CeP. (101. f 1165. PIll. CS! 6-? -142 ].60 I 26111 0.25 0.44 7-11 -149 1.611 / 7600 (.25 9.43 0.9 -149 1.60 / 2657 h25 0.13 5-1(1 -142 1.60 / 2681 1.25 6.-44 14111 C274P. MR. )f lENS. 0,1111. CSI 2-7 / 840.113 0(I) 211 •715(1.75)/ Il60 9.711 3-8 -23(1.6(1)1 J2"92'1'1:21 0.52 I-Il -?I8(1.25)/ 1151.60 (L2I 49 / 114(LIII) 0.415 5-0-4 -, 4-O-I_j l-8-12 .j • 6-41-4 10-60 15-2-12 21•0-0 F_10434i . • -50(11 44 3-4 34 Hip I 1-2.60 --- 8 10- - 2-fl 4-842 j4_-1 Ny(2278 -Ct 5-61.41 10.641 15-2-12 23-00 1 V f s\itt vfi fl61iflk7 Tn,va1Ssh2ea R31ese1e2i La. 01de2SsI1rm2 b-,1r(tfl .( W(1693.).0 X(TWIAK23 p ( p)iYon10pEr22hl Dilate Report 7114/04 Cldadas and false P2iT6V44IC3 Cr0 posL.cn53 as elnoen abOiS. SIiht Liable sladp121as i.oqveftmithzIzuIL-iralp2te5 to- sI2pbj. WARNfNGejui all notes on this sheet and give a copy of It to the Erecting Contractor. Cust: B. 5C439E10(R This dee9c for ai jruazses41ln IIhaoentdoecpoIapo4i&h,II*WiifOfltiIofadIItii 5Q; Pa 5em1Ll1 ueajiedlo.dnsmmsdasemclp 0enes5eis Os n - MN g r. - ALC 15 WT 11 ______________ am Ca seih b,em tileemseil m fadeti, aetem Rd O0gmpc.1,fa1r.m. f . BARR L UMBER n(JMmJdC,aneeedUmde5 n Rdt'jltu 1alb'm 0I1C(tiiladm çt. Tied cCetanse(hdtheis.dsaiJ a ' IIo.ibo dieelisj aid RdI5Udid lFRd5Cel t'iø d5dh'Od d. TC Live 16.00 psf DcarFacs 14.25 P4.35 h4br &7edktuli U Io10lee4 ddu1nCula4rneeibeesa,IvsIambedia9Un111,. nuleesponeel ruled. a1rbC TC Dead 14.00 ps I Rep Ond 1.35 EL CENTRO en/Jo hsodonJonOsenmnoilieenonlu costiol 10% £vOnoatorfledonpleleul,ida,. Fotdecle.leitlr.irdM BC Live 0.00 psf ftep r oitp 1.00 4415 N t f0 &aao 0111 RUn CI a,leideion Mu (to rgoed SsMa'2e 3361 end llbOOelal l01ols sidURU 55 014oe' tern T,o,oa!Ioflrnrno. - BC Dead 10.00 PSI Rep 14hr Tens 1.00 0.C.Spacinp 2- 0- 0 Co Springs. 45GShi.033 Ord SCSI S.ftA'A4RsEEr11tsJY1TceoI1Pl Rc1nePsIioUde(TP.)11k.eedr.5)30ic#ioDdm.Me1RUs Design Spec LIBC-97 L TR(JSPUJS 6.0 VIEK: 16.4.1 Waava*.s7(D TOTAL 40.00 paP DEFL RATIO: 1/240 TC: L/24. Job Name: MSK DEVELOPMENT GROUP Truss ID:TISGE Qty: 2 lOnG lt-L0C REACT SUE REQD 1 (i L-12 3.50 2.5L 1415 TC 2*4 OR dl 8 lltr. Plating apec ANSIjTPI - 1993 UPLIFT UEACrIOM(S) 2 20-10- 1415 3.50r 1.51" RC 2*4 001 114. Bit.THIS WEB 2*4 DEL STAXD7D DSEGl 15 111( (OlPOSnE RESULT 00 - MVLTEPLJ:- LOAD CASES, 5ujpr 2 -103 lb Support 2 -103 lb UKlJE(1(21Rt41(UTS sdio*n are bused OPuS' (L BUI 7x4 OR STtRD PLATE VALUES PER 1CB() RESEPADI FIEPI.LIT 9160?. This truss is designed using the on the truss .aateeial at each hearing Peroaneni bracing is reguired (by others) to Lauded for 10 P50 non-concurrent BELL. IJBC-97 Code. MAX DEI-J.(CIIOV (apse) . L/939 IN NEIl 7-8 (tlVR) present rotae1on/toppTin. See J-flB-91 and liar use adeguate staples for gable blocks. Bldg Enclosed - bee, bsprtance Factor 1.00 4.21" ?A'ShfTPI 1-1936 or fJui/Wi 1-7002. P1.P.IIN BASED Of; (71E19 LUJIIEII VALUES. ED MG 01510500 19751 VOUFY CABLE LOADSU [-sj gable bracing reoutrod 0 63 intervals. if exposed to wind load applied to face. Truss Location lsot 1-nd Zone hlcirric*ne/Otean Line No Eap Caxegor C Bldg length 99.00 ft Bldg Wltftl. 0.0G ft IC cI3'o.çolaR/ TSOS.(DZJR.) See 'General Gable Details'. C0lil1J65D35. Mean roof height 22 ill It, niI. - 00 1-2 -2533123f (1.32 JOG Standard Occupancy. Dead Load 14.4 psf 23 -23O2l.?S/ 0.32 3-4 -Z302I.?SJ 0.12 . ioso o'st pj o(strea ioos Dir 1.P)f L.Lor uLPif ---------------- ll.Le( L.A.M. 4-5 -2533 1.21,1 0I2 TC Vert 60.03 0- 0- 0 97.03 .10- 6- D 0.53 (IC (XXIP.(DHR.)/ 1EP15.(EHIR. CSL IC Wert 92.011 20- 6- (5 GLO] BC Vert 20(33 0- 0-, 0 37.00 21- 0- 0 10- 0- (I 0.41 0.00 6-7 / 22R6çl.1S O•$1 7-8 / lS601.25( 0.40 (IC Vest 57.00 10- 6- 0 20.00 21- 0- 0 (1.26 8-9 / 156001.23.1 0.48 9-10 / 2206n1.25j (1.5/ wit o'. (51501.3/ TENS. 111.01 DOle. cS1 7-1 -397(1.25)/ 67LtD 11.07 3-7 - / 7951.25 0.32 3-9 / .795.25 0.32 - 4-99 397(1 29)/ 67 0.07 6-6-14 j 4-11-2 j 4-11-2 5-6-14 5-6-14 - - 10-6-0 15-5-2 21-0-0 _10-6-0 lOO I .- -2 4• -5001 - - - - 4-4_ 6 7 7-2-10 6-6-13 !2ii7-2-10 136-6 21O0 b: O613OD7 1*11 TYPICALPUn1E.t.5-4 , %EK dvi IeaIS1ntsn1sPb3nesre20gn. isCess ehasn b7'l 6118 Os). 'HIIGOA.).c 'W 1WMKZD Ia). 1peqJa1,l Dt5 Repat Circled plates and (also (raise plate* a'epoeteseet as atsesci ale. ENS p,bl 5353 dae leaved o.setopedsl $buhwal pisles (0 slajil*). VV4RN!NGRead all notes on this shoal and give a copy of 1(10 the Erecting Conlnocior. Cu51 it. SCHRE1OER Ibis 4IoeeoI.dWdabJoncaIoo5lnao r$5a05 I ha,eee. teedTeao 0s5 eyte n;eei eom50a1re MO: Drive_C .jask_L00006_300001 nnid,na ha ,53tila,u1ee,sI55nad1Pleo5*PMdnOard 14Lyh355oe./ldh5.s,5*Ore.j. DOS' Da nr M 9 . PLC = 16 WI . - 1750 ______________ aI5 .wfwlbj lee ra-spnanl ma,.Soaa 4b.6so-eJ &'eo'e.lar lerobtetbi lee bO.,gdn ro thO - BARR L UMBER Old the 4'a5oa Tb.d,eesoe.nntb.b,s.0550 ,s t,teo is, to ver eo,qoisa-.ise are i'o ,iosd isisieC, • O'S'a5b3 6wjteli,X. Untesollor.ebn TC Live 16.00 psf lourpacs L--1.25 1°e Mb end P.1.15 1 00 nothi. Onal,.lot larn,nlol ra,no no.1550 eeod.eob'add ta. n055-. Id aneisnesJrlang TC Dead 14.00 psf Rep ((hr Comp 1.MO EL CEWIRO BC Live 0.00 psi Rep Mbi Tens 1.00 44 li k D Co a -Springs, CO b0907 BC Dead 1000 psf 0.C.Spacin 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.1 mdl 1-03eIIICSI&RRAeJ0iS-lEEnS bvY/TCAgrd lOu lie lerlaPlele l.diiilo (Tn) nos ]0DsiMDe.t M.1.a.. WSO=n*1EITIP l nfunea-dp4nodeisd Adotessa 1151 59 15w.sssao.wsoiwu-.ccunsue. TOrAL 40.00 115f Design Spec URC- 9? DEFL RATIO: 11/240 TC; 1/24 I-s (ii 7-0 :,.• Ilin CD ca 01100 0001000111050000 BEGINNING THE ERECTION PROCESS (END WAU. BRAtNO) IA00 0005501000001 Ps,b100000050,0l000. W011AW5001I*)nsapepal00005j$0 tS 1)5 0*11*00 OS 001110 0000 W05005*C10 ,0,d0 001*05010001101 *570501*5IS5)00SSOO 0011371000)S10t.S.000I4 *0 03 *0,0 0500 0051)1100* AlPS 00110 010000000,l** 1010000500 030004 I015S001)0S 0fl. 000) 0510 015)0) 00*55505 10*0*00*00)010(11*0)00507(0)1.0* 0011111A01001a*00704I11l 11 ERECTION TOLERANCE 155)00550 . 0510055.V 50.. lsnlPS.Wq1*050 00*1 II 110054.*n. 0) 010qstctse0110sltç £00 005 57040*7S01101EIOOSC*1510S50p00 lls000a0ll 1005 111111(00050110)0* BRACING REQUIREMENTS FOR 3 PLANES OF ROOF 0 101)0505010011*004110,10050005010040000. Do UmMomoormammoss 11100 01040*00*0 105000 00011 311010.0100*S,gnflo.o.*tj* *00000000001*0.0 00041110*010ç*11,vs 0000* 100110.00004Sat., 0.A.,*_ Is I 1.00000 5*0*5*0 *0005 AlS* 00 I 01*0)5.010.110000511*0000*101 00111.5001050510*0010s0 00100010500.05 50000005 105150**)151**55)01011)0,1l 000511 - - 0000? 50001* 1011101$ 110011511*00)0 5031101*0 03 5*I00010TM)0100 *0 W501.00.1.1*.Oslç •t 011101011J05**0100 001**01010 7r _ az 50*0050 50051011005T*ULNO 151 5313! PSINCIPIS) .13 PlAY 100? !Y0110) - WIUr - 1100* SI 0S9 St Stoat Al S.) SI) 00 AlPs (13.1i 1?00 IA Al St 11)0*5 SM (0*100001000000005*5 0m 1555w .q 0at00s.a.at** çoa Al0Il001tT0*ON5001010111at0005* I COI.L*UI Co11* $TMUCTUII. OWN *1115? ISA I080115flIA LOU Do Will AND 101110*11. *ND11"0I*11NOUTONADI95lOPIIA LOU OSIONTUMAAOMTYO??St3 Daum an VOL UNLOADING saas,ao.n0*.,.,o tosatolINotbo0snnlll5*Is.,.*v5oa(a*055.0. AVOID LATERAL BENDING NEVER HANDLE TRUSSES RAT 01050100.1fl000,ocflldfla3103130.,ndoawalumglb.jfl.s.mtod AM 1A?ERlL80Il0*0.s.U0*10toSt.. U1110!!5 1501*0 II PIOUS (I? ST 111103 01100 0*0001)031 poulno Al U 00101513*00110150111*1)5.10010*0)10101(0(0*101*1110000 053*0*513 JOB SITE STORAGE 0 -0 OOIO'$TU!Ia5)sAc5* SIJS0135 10001? 0OI10T$?OUOII010YSIIOSOSJIO 10l11s 00001011,Sfl.005000110 50000001000*1100-1)00*11 Wo - 00 1300 - 1*5001 5SI*0*b*150500 5*0*0 1055000100l(5M05l0005131 10 £0011*&t5135L001000000 = 1)101001100*010 1135115050014.41011 U 3011 All&111U1ll0uAU1 00101101105 00101000 0100*05 1055*0001010110 0)1O*0011U01050fl.AT IS IS) P0*0*05 (SaSS P.O - ITAIa& II 50* 10.01 101)0 100 031)0 01000*11* SlotS 101111*1 00 CL 1 E.R.T.0 TRUSS \&I.j/CERTIFIED INSPECTION ICBOAA-513 IN STRICT ACCORDANCE WITH UBC 25.17 PREFABRICATED -- Warning: (Post at Job Site) Fallule to follow these Instructions may result In serious lnjurc loss of life, or property damage. LIFTING TRUSSES AV0l DmG vs a to MAXIMUM LATERAL BENDING UL M= AU (110110 ON! *1* TIUSNALLII 5110 SAUL? IN P011. lION WITNThI(N(C?ION lautpv(lylnmksucsyto.AIAU.N10100011ye0000lo 5*35055 INITA1UD -KZ- M-1- I10*0*0S5s*t.)A0..,da0sAll STACKING MATERIALS 03107150c000110 000000 000(1115 1)511.311 50301*0 510050) *00 50070*YNm.*05 001)05 110005010130105 anotmalmumeaw 50*000110000 0000)00)5000i505045) 500001*115*001131 - 5010)0*0 CSISTO.!VIflOTRIIOUS 5*005 0?*CIO 5*100101001 0 11fl S0I1*000W105001 0*000.0000.0(00000 St..s. 10 000* 1111000 £00s10I0P*b00000S(0tl0 0001001511)**105310*Alfl*5I5W50. 001111 0000*50011 UOOIPSQSOOIALITI00511. POISI105IIO*OOVISASSIIUY I5411USU*O0115U jIvi 10T*$01*050100 5)00000.010000100*0 Al 005 0*00)11 CORRECTION OF ERRORS 00SI**00q000StAl*1AlI)10005)01(b0000IAlIl*0I11t0000*llIIU0y P0)53*T7*5*5lOAU.000053*0. 001*3 00)5)0.0 0000 031000 *0TOl00**0S 000011505)0*001305*5*0000*0 110*)- 01* 0001 0040y WI 0111*0, 10(01*05). *11)1*100001*40505. *11* *5*1*1111000005?0 05)1510 1 00*0 W)0SSPl*l00S*01St 040)11*00 0010000I3*01110Wo00dI0!W PsF0Wd 00*01* .500)0,0 0550)150 05001050 050 1*0*0050 514 0 500*103 0000*10 *13*00. *0111401*0000Il45*1505)5551115011105)3T,0)5. *5*050000 0 WI 0000 1151.11000 00,0 15351005513*50030000 0101*0 UlOs *01*1 5100105 WI. 000S P11035*00511105005. I115*15O1)00P*1Al00API )50lp *3000000.00000005001100,*0I*. St TEMPORARY ERECTiON BRACING 11*T11lor4000n*I*A.0)o. 00)100 0)0).15005)o4000 ).d1T110.. 0105)53 1* 0*) TOOl .13)00 000)1101)5 0*11*117 *))10• In500000554 50*010)0 11150* 151IlT)l*0O)i000 II 010010 1004 07.01405*ldL5*IM).0000)1100001051)510110000515000T5307h,01505I)W)10*0304 0000.0 00 450)51, 0400. 0) *000*0 .0)000)),. Thol 01*11)0*10*00*0)11030*1*0)00 *0*1WV40)0*0A5*1)0010*10110)yl00),000.*3050010)1001.1..*500)010ol1050.100. .)000000St001)10.1$* 35)0.3 0050*1 070*005 10.0)0*.) II 07000*, 001501*0 PERMANENT TRUSS BRACING (011051)050*10 0* 5*10001 00 11005 .0)00 001* A 5)1010010 05151 0,41*00 0. flO.l05I*0)SqpSIw10355 P110I*W10*tO40JAIlIA.d0fl010.1*n)i, noole*oaosoloawç..s,0 tO35SIt0l)0(5*0I000000051 00000 1100 050011q 1b015111055*11O00SSfl3I0)0300fl05151300105*5055*100550050lO*.* 0IU0*50ç0505*I5)l 000)001.00111 11)0110107 0.7100*OIWWIAI0)O030) SPECIAL DESIGN REQUIREMENTS * (05)0050 Ll 100 110. .9100010110 FOR THE SPANS NOTM BELOW, LUMBER SHALL BE OF THE &WIM1JM GRADE AND SPECIE 1NDICAT) Sim 2409P. 2111W 1950F IMF 1650F I 1491F SS DF I #1&fl 1W 1 #2 DF #2 Dl? SS HI? #J&B HF #1 HF #2 HF J t$ W-iG' 45-1C 44-9 43LT 42.S 4&.3' 47-5' 40-5' 3w-? 3r.r 406' 38-3'. 37'-?' 3Y-lr Tbp I 2X4i'.5' ao'-r 5' 2F4r 2T-IV 2W-r 28-B 27t4" 28'.6" 25'4' 2r-5' 26'4' 25'6! 2x4 - 47.15' 47.O'- 41.4! 38'-O' 32-11' 4r.10' 404r 3T-5' FILENO sc144-47-5'2.5-40' DATE: 01101198 REP 25.1 DES SC LF SEO 8O1V U3C- 00 Co piwlaøing Er4mowQ Comm SysIoo 2M Cw4K%Rnlbffrft &qV.425JU0V 44 C;M 'E pjc a ii Ø3 C4.7 N o1w 6. lZuO O N Q40• 5.0'.' I- (4) C4vs to 31r 40 2.0 4 40.3 to 2$1O'. 40 2.0 (W () 2 l.025ta5Oto' 5 LaOflA11ONPSE = 4.25 ID 540.0. LOADIN OLONTOPctIOItD= 3OP 01.0$010TlcI4a tOP TVft LOAD ° 1DP' 6T1ONT*ION 0OT1OM0IAL8&Y PrACTM a WI TI. 40*7 01. 5 Nb 1 T2o 4*25 52 I9 0525 W3' 40 S10 W3- 2485 Spt.5. 0 p.0) C4.7.? N47'40' Ia. ) Cab NDW Ia. C1 b31'.05 $' N°SPti c.as to V-17 OaiI.S '$0 $'-or a mm ad van", tosmofts L ftm mdgftg dwam mxhH i II 03 ftwoo Awma - ?&on H unwm a= 0 go Iaca 11 to 503 N P*1R25 tto$m T I03 a '3 to- 4 CN - S to ammostrwomacall"IrS* Ø!U H Hd ......... to or wo H aw i.sHH03t' or H OWN 003 Vv*031 03 H to Vad H I #mam 03 4t03. UO3UfIII ..a -.41d"Dwaftm Eft _•H H. II no armano no summ Pea H kdam Of" a. ALTTE5PUE (E 12 00 CAA 64r-10 tail P) LAJ ~25 ~t;; C.t*tla b 4-W ALTOWnWUMCGO cse.sts.a C.6E4A N 4D 4r-ff G7.7 N 3B4v - G*1O.2 N 31, (I) 81RILAawcEI4TpIE I- 4 rMa8cHoRD 4 EIM.P1ELS sortoaso G-*145 N jr-to C.1I.0 Ic 4.O0- C..4 to 34V c4w $0 241W (VV RVdLfiFLCe NDTe G1ptopdgIceoerekodd I th ta.tItiWecf5e - a dwed, H0dL to aIt06$7.b to 47-10 C4 N G1J N AN104T-I WEB UEMERS - 24 STAMAM flR qn in 40M M - FIR ng & %UWFn MA flI(P.! 'Olt b - as Ill • a • A .• I xi •i• Aa as JLJ •. ( I 1uu d 8 Z8CC9ON,': iS/P: roo L ifll(OJM) flj IAI'dz it 1 cn )) • UA In F1' • • di I I hI I SSfl1 JOR IOU WOJ I!!L IlllWUlllllluI FOR GABtE ENDS UDffiS•.8 IN HE3GHT -GAME END ThUSS MAY RESIST UP TO 180 • NCarnpuTrus. Inc. MIND4UM SAMESTUD ORADE. STANDARD GRADE 4aSFlR vww ManufaCtuslng Engneertng COnVUtOr Systems _____________________________ _ _ _ _ _ _ _ _ _ _ • ACORDNWE'M114 USC TMLE2S4. ,eSW4vi a GAME SPMM IS APEWAYMY AND coNTlNuouswc o N N E c T & r o GABLE ENO No2O17 comMUM TTJ MAX II II I) - •• - .• MAM-SHGM IN( 5*43 (5$) 11U9 CENTER VER1CAU VARY AS REDUIRED BY VENT SE OR OUILOOKER BRACDG FOR GABLE END C1rOtIrF0R4x2 OUTLOO - vm .29017 - 1I ••OffS1UD DUD *3i1O3,J*1 __ FILE NO- GALE END • / 4OUU.00RcETAILS DATE: 01101198 01 REF: 25-15 DES: SC SEQ: S151504 UBC-97 - - •• . - PCR04I00 I542 OAK AVCBAD / GALLAGHER RES SWITCH BATH AREA - WI KITCHEN ADD FIREPLC & CVRD DECK & CAR PCR FT LoW: JIM KAMPHUIS W-40H DEPT OTHER SEWER DISTR ,7OO4L C(TC&co,1e _____ TO FROM - (-rr CFD FORM - ________ SCHOOL FORNI 711j7 all J#~ H LOGIFEESCOMPLEN PLAN CORR ENG CORR I7/221 ESGIL CORR FIRE CORR 1)22fc-1I_ E LIT / PC-&. )r - J t4 7