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Home My WebLink About2787 JAMES DR; ; PC150070; Permit- 4L of -City Carlsbad _i Print Date 08/09/2018 Permit No PC150070 Job Address: - - .• V - V Permit Type: . BLDG-Migrated V Work Class: BLDG-Migrated Status: Closed - Finaled V Parcel No:' 156425800 - Lot #: Applied: 12/22/2015 V Valuation: V $0.00 , Réference#: DEV13013 Issued: Occupancy Group: V V V Construction Type Permit 08/09/2018 'V V Finaled: V V # Dwelling Units: V Bathrooms: V V Inspector: V V Bedrooms: - - V V Orig. Plan Check #: Final V V * V V Plan Check #: Inspection: Project Title KING PROPERTY Description PACIFIC LEGACY NEW SFD V VI - VVj V V V• FEE V ' AMOUNT V - -, * Total Fees V Total Payments To Date V Balance Due * V • V V - V , - •VV V V - -. V(V •V V - VVV , -. V ••V V •VV.• •V V •V *V V V V V V - •'.. V ' V V V -' •V V V - ' V IN p V V - V •, •V• • V • V -- V Building Division 1635 Faraday Averue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov • V •fVV V - V V V ,,4 . -, I Carlsbad Residential Permit Print Date: 08/28/2018 ' . Permit No: CB154546 Job Address: Permit Type: . BLDG-Rsidential Work Class: Second Dwelling Unit Status: Closed - Withdrawn Parcel No: 1561425800 -' "-Lot U: Applied: 12/22/2015 Valuation: $0.00 •.. , Reference U: DEV13013 Issued: 10/03/2016 t. - OccupancGr'oup: . . ' - - Con structionType: Permit 08/24/2017 - Finaled: - U Dwelling Units: Bathrooms: Inspector: . MCoII -.Bedrooms: . - . -- Orig. Plan Check U: Final .. : '. '. Plan Check#: PC- i5.Q17D Inspection: Project Title: '' KING PROPERTY - Description RESDNTL 2DU PACIFIC LEGACY 596 S THDRAWN Applicant: . Owner: 4 ALVIN WASHINGTON -PACIFIC LEGACY HOMES-INACTIVE 16780 W Bernardo Dr - , J - . '- SAN. DIEGO, CA 92127-1678 r- 16870W Bernardo Dr -. . , -. . SAN DIEGO, CA 92127-1678 .- . ,. . ' . FEE,, - AMOUNT - - ,., \ Total Fees:Total Payments To Date Balance Due Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protestand aniother required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.3i.030. Failure to timely follow that procedure will bar any subsequent legal action to attack review, set aside void or annul their ... - imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection - fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this or as to which the statute of limitation has previously otherwise expired 5 5 •, ). • S- '-5' 5'. 5. 5-. • • - • : 5 5 ... S . 4 - S , , S_\ • . - _ :, • . - •i . - -'r s . -• - .' . .. - - -- S'-5 - - 5 5 4'. 4 .. - • •. •• - . S - Building Division tt 1635 Faraday Avenue Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov - - , - '.- . . 5.' 4 -. , .4 • - ID c5q/ THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: D PLANNING 0 ENGINEERING' 0 BUILDING 0 FIRE 0 HEALTH 0 HAZMATIAPCD Building Permit Application Plan Check No. (cs.. Est. Value c ' City of 1635 Faraday Ave., Carlsbad, CA 92008 Ph. 760-602-2719 Fax. 760-602-8558 I:) ar s a email: bwlding@calisbadca.gov c i (] Plan Ck. Deposit Date (24 z—t( flsw APN - ( JOB ADDRESS - 2787 James Drive,, Carlsbad, CA 92008 SUITE#/SPACE#/UNIT# 156 - 142 - 58 00 CT/PROJECT # LOT # PHASE It #0 F UNITS It BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP 2- 5 45 VB R3,U DESCRIPTION OF WORK: Include SqveWFeet of Affected Area(s) New two-story single-family residence consisting of 2,927 SF Main House and a 596 SF attached Second Dwelling Unit (SDU), 539 SF of Covered Exterior Areas, and an attached 563 SF 2-Space Garage EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING Vacant residential lot Single-family Res 596 313 226 YESIZI# NO YES [—]NO IFIRESPRINKLERS YESNOE APPLICANT NAME - Alvin Washington PROPERTY OWNER NAME - Pacific Legacy Homes, Inc. Prinary Contact ADDRESS --•---•----- --•-•---- -'.•-- -•-••- .-- -'- -. 16870 W. Bernardo Dr., Ste 400 ADDRESS . 16870 W. Bernardo Dr., Ste 400 CITY . . STATE ZIP San Diego CA 92127 CITY STATE ZIP .. - San Diego CA .921-27 PHONE .... FAX - - PHONE FAX 760.809.8732 858.756.1191 EMAIL - ... ..-._-... ..... .....- EMAIL awashcpacificlegacyhomes corn DESIGN PROFESSIONAL- . - info@pacificlegacyhomes.com Michael Graham CONTRACTOR BUS. NAME - ADDRESS .. . . .......... .,... . ..., ADDRESS 16870 W_ Bernardo _Dr.,_ Ste 400 CITY . STATE ..............ZIP CITY STATE ZIP San _Diego CA..'92127 PHONE FAX PHONE FAX ., 6 619.993.889 EMAIL -- - .-----.-- -.- ................- EMAIL rngràham()àcificlegacyhomes.com - STATE LIC. It STATE LIC.# CLASS CITY BUS. LIC.# ProfessionalEnaineer_Civil ____C_49116 -. (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to Construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the - applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law IChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: thereby affirm under penalty of perjury one of the following declarations: U 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. LII 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 workers' compensation insurance carder and policy rumber arelnsurance Co._- - Policy No. Expiration Date This 6nneed hot be completed if the permit is for one hundred dollars ($100) or less. This of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (11100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE ' 0 AGENT DATE 4. i -- thereby affirm that lam exempt from Contractor's License Law for the following mason: - I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sate. 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 owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [] I am exempt under Section -__---_'Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed properly improvement 0Yes DNo - I (have! have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone! contractors' license number): I plan to provide portiods of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name! address! phone! contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name! address! phone! type of work): - a .PROPERTY OWNER SIGNATURE /1..d&d (-41 .._- IAGENT DATE I2 Z2- Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the - Presley-Tanner Hazardous Substance Account Act? 0 Yes n-No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes ONo Is the facility to be constructed within 1,000 feel of the outer boundary of a school site? 0 Yes ,.No .. - IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. - I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). -, Lender's Name - * Lender's Address . YA I certify that i have read the application and state that the above information iscenaand that the infomrationonthe plans. is accurate. I agmeto comply wtthall City ordinances and State 6—As relating to building construction. I hereby authorize representative of the Coy of Carlsbad to enter upon the above merifioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL UABILrnES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'It 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 within 180 days from the date of such permit or if the build or rk authorized IR such permit is suspended or abandoned at any time alter the work is commenced bra period of 180 days (Section 106.4.4 Uniform Building Code). .APPLICANT'S SIGNATURE DATE - R9 Gil Fuller Corporation - - In Partners flip with Government for Building Safety ' DATE: -April 29, 2016 LI APPLICANT - - LI JURIS. JURISDICTION: Carlsbad LI PLAN REVIEWER OFILE PLAN CHECK NO.: PC15-70 SET: III PROJECT ADDRESS 2787 James Drive PROJECT NAME SFD/2nd Dwelling/Garage/Covered Porches/Decks for Pacific Legacy The plans transmitted herewith-have been corrected where necessary and substantially comply with the jurisdiction's building codes. .. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff.. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. - The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's cbpy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ' El Theapplicant 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. iII EsGil Corporation staff did advise the applicant that the plan check has been completed 4 .,Person contacted Telephone # Date contacted: (by: ) Email: Mail Telephone , Fax In Person FT REMARKS :By: Abe Doliente Enclosures: - - . EsGil Corporation E GA E EJ LI MB LI PC 4/26/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 - 1', •1 ' Ra Fuller - 'sGuI Corporation In (Partnership with government for Building Safety DATE April 13, 2016 U PPLICANT ,JURIS. -JURISDICTION: Carlsbad U PLAN REVIEWER •. . ,' ,- U FILE .. . PLANCHECKNO.: PC15-70 .- SET: II -9.-, PRdJECT ADDRESS 2787 James Drive PROJECT NAME: SFD/2nd Dwelling/Garage/Covered Porches/Decks for Pacific Legacy . Theplãns transmitted herewith have been corrected where necessary and substantially comply -' with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. . • ' - - , . . . The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. '9'7lie 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 checklist is enclosed for the jurisdiction to forward to the applicant contact person. 4 .. • ' r The applicant's copy of.the check list has been sent to: Alvin. Washington . . .. .9 EsGil Corporation staff did not advise the applicant that the plan check has been completed t'J 9 .9. '• •' 9 EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted Alvin Washington Telephone # (760) 809-8732 Date contacted (by"...)" Email awash@pacificlegacyhomes.com 141 76mail V'1'Tréphon Fax In Person . .9 , REARK - - By Abe Dohente (for R F) Enclosures -• EéGil'Corporation E]. GA EJ E MB LI PC 4/7/16 .' . 9320,Chësapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 - •, - . .: : . '9 ,, 9 . 9. . . . .... • . .9- ..' .9 9 . . Carlsbad PC15-70 April 13, 2016 NOTE: The items listed below are from the previous correction list. These V V remaining items have not been adequately addressed. The numbers of the items V are from the previous check list and may not necessarily be in sequence. The notes in bold and underlined font are current. V V 1. Please make all corrections, as requested in the correction list. Submit THREE V V V full sets of plans for residential projects. For expeditious processing, corrected V - .,sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of V V Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) V 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad V Planning, Engineering and Fire Departments. V •2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, V V 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. : V 1Deliver all remaining sets of plans and calculations/reports directly to the City of V V V V Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments.' V • V V NOTE: V Plans that are submitted directly to EsGil Corporation only will not be -: reviewed by the City Planning, Engineering and Fire Departments until review by V . • V V EsGil Corporation is complete. V 2. Verify final sets of plans and any new calculations will be stamped and signed by V engineer and /or architect of record also. Signatures will be verified before plans are approved. V V • RESIDENTIAL GREEN BUILDING STANDARDS V V - : 10. Note on the plans that for new residential construction where landscape • V irrigation water is planned a water budget shall be developed that conforms to V V V local landscape ordinance or the California Department of Water Resources V •. .• . . , Model Water Efficient Landscape Ordinance (MWELO), which ever is more V V V 5stringent. To view the MWELO: • - V hftp://www.water.ca.gov/wateruseefficiency/docs/MWELO TbContent Law. pdf V V For the local landscape ordinance check with City/County Planning Department. 9GC4.304.1. This should be noted on the plans. V •V .' 20. Please recheck all details to verify that they are complete and/or correct. See for example where on A.2, A.3 and A.4 where noting details 10, 11, 12, 13 and V V • - 15/D.2 and no details provided. Recheck all locations V V V V a) Sheet A.4 of the plans refer to detail 5 on sheet D.3 of the plans. There is • no detail 5 on the revised sheet D-3 of the plans. V •• b) V On sheet A.5, rear elevation refers to detail 2 on sheet D.2. There is no detail 2 on the revised sheet D-2 of the plans. - •••••• •••_V 1 • Carlsbad PC 15-70 April13, 2016 :. c) On sheet A.5 of the plans detail 12/0.2 is referenced to 3 different locations. This detail only applies to the stairs to the flatwork. Please correct the callouts on sheet A.5 of the revised plans. 's?: Walls and floors separating units in a duplex shall have a sound transmission class (STC) of not less than 50. Additionally, floors must have an impact insulation class (IIC) rating of not less than 50. CBC Section 1207.6. Show the location of and provide details of the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. Assume garage is for main dwelling and a STC of 50 is to be provided between garage and dwelling above. Response refers to details 13 & 14 on sheet D.2 of the revised plans. There are no details 13 & 14 shown on the revised plans submitted. 48. Detail 7/S-6 is reflecting rise of 8" and run of 9". Please correct to comply with . item 27 above. Delete note on detail 71S-6 ; "See Details 18 & 19 for typical notes and callouts. This note does not apply. 49. 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 (per page 12 of soils report). EsGil did not receive the letter. .50. 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." :51. Plans and calculations need to be reviewed by engineer or record to verify that they are complete and that they reflect a complete vertical and lateral load path from roof sheathing to foundation below. Some examples are listed below. - a) At the corner of grids I and 0 on sheet S-4 of the plans is shown a 6X6 post connecting to a 4X4 post to the first level. Please revise sheet S-3 of - the plans to show 6X6 post. Also, revise sheet S-2 of the plans to show the .• • • correct post base CBSQ66. - ' b) Show hoiddown HDUI4 at the ends of the 5'10" shear wall at 1ine2 as • - called out on page 5 & 11 of the structural calculations. Refer to sheet S-3 -, of the plans. . . • . - ••-- -. • Carlsbad PC 15-70 - April 13, 2016 c) Show holddown 2-HHDQ-1 I at the ends of shear wall at line 3 as called out on pages 5 & 11 of the structural calculations. Refer to sheet S-3 of the plans.,. . CITY of CARLSBAD REQUIREMENTS 66: If special inspection is required, the designer shall complete the city's "Special - Inspection Agreement". There was no response to this correction item. 68. Please submit plans for the Hardy Framing Shear walls. These were not included in the revised set of plans. 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. .- y Have changes been made to the plans not resulting from this correction list? Please indicate Yes ( ) No ( ) The jurisdiction has contracted with Esgil Corporation located at 9320 -. Chesapeake Drive, Suite 208, San Diego, California 92123; telephone numberof 858/560-1468, to perform the plan review for your project. If you have any . • questions regarding these plan review items, please contact Abe Doliente (for . R. F) at Esgil Corporation. Thank you. I . - •- -•- - ••4 - •, - - - - ;•. • .• ; •__.. -p. - • - • .• . .- 4 4V j . V( .V - A. A. y , EsGil Corporation In PartnersIizp with government for Building Safety . V •V ••V 4 - V DATE: 01/06/16 APPLICANT V %JURIS. JURISDICTION:. Carlsbad -- . Ll PLAN REVIEWER V V VV El FILE - V V PLAN 4 Ch1ECK,-NO.: PC15-70 V SET: I - V . .. PROJECT ADDRESS: :2787 James Drive -; V 'a PROJECT NAME: SFD/2nd Dwelling/Garage/Covered Porches/Decks for Pacific Legacy. - - •V • , VVV V Lii The plans transmitted, herewith have been corrected where necessary and substantially conply • with the jurisdiction's building codes. V V The plans traniiiitted herewith will substantially comply with the jurisdiction's building codes V V V when minor deficiencies identified below are resolved and checked by building departmeLnt staff.: V V V , V - •-. - : The plans trahsrnittèd herewith have significant deficiencies identified on the enclosed check list V 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 V V V V Córporation until corrected plans are submitted for recheck. • • - VV V •V - V V The applicant'& copy4of the check list is enclosed for the jurisdiction to forward to the applicant contact person .4 - V •V4 V The-applicant'scbpy of the 6heck list has been sent to: •V 4, V Alvin Washington V •V V • • V• EsGil Corporation staff did not advise the applicant that the plan check has been completed " EsGilCorporationstaff did advise the applicant that the plan check has been completed. V:. V • , V Person contacted Alvin Washington Telephone # (760) 809-8732 ,pate cPtacted / (0 (by ('c- Email awash@pacificlegacyhomes.com ' .l1aiI Mhhor) . Fax In • Person M RE - ARKS V • LII. V V V V - -, V.-.4• V *V ••.•r• - By Ray Fuller Enclosures "s— EsGil Corporation "GA EJ L1 MB PC 12/24/15 9320 Cheapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 'V V • V VV V • -V 'Carlsbad PC15-70 4. 01/06/16 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: PC15-70 - JURISDICTION: Carlsbad PROJECT ADDRESS: 2787 James Drive FLOOR AREA: . . STORIES: 2 Dwelling 2927 V V V 2nd Dwelling 569 ' Garage563 V Covered Porches 312 V CoerecLDeck 67 " HEIGHT: 21 ft per CRC Deck 159 V DATE PLANS RECEIVED BY'. DATE PLANS RECEIVED BY JURISDICTION: 12/22/15 I. ESGIL CORPORATION: 12/24/15 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Ray Fuller COMPLETED: 01/06/16 FOREWORD (PLEASE READ) &-,.This plan re'iew is limited to the technical requirements contained in the California version of 'V the' International Residential 'Code, International 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 V other departments. V Clearance from those departments may be required prior to the issuance of ._."a building permit. e •V..' ' V Present California law mandates that construction comply with the 2013 edition of the California V Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, 2012 UPC, 2012 UMC and 2011 NEC. . The above regulations apply, regardless of the code editions adopted by ordinance TI'ie following items listed need clarification, modification or change. All items must be satisfied before the plan's will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International 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 4 correction item has been addressed, i.e., plan sheet number, specification section, etc. V , Be sure to enclose the marked up list when you submit the revised plans. I .1'' • -4. * q , * - S. •- • -, - ..-t.-- - .. .•.' Carlsbad PC 15-70 01/06/16 ' Please makeall corrections, as requested in the correction list. Submit THREE ' full sets of plans for residential Projects.( For expeditious processing, corrected sets can be submitted in one of two ways: '. i. Deliver all corrected sets of plans and calculations/reports directly to the City of - Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The Citywill route the plans to EsGil Corporation and the Carlsbad Planning Engineering and Fire Departments 2.', Bring one corrected set of plans and calculations/reports to EsGil Corporation, 4 p9320 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. - r VNOTE 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 . .'y2 ' Verifyfinalets of plans and any new calculations will be stamped and signed ' by engineer and /oçarchitect of record also 3. Clearly dirfiension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan Section R106.2. 4 .- - 4. "Building Data" 'on' cover sheet should note stories as 2 instead of 1 and note,. "Not for Construction" on SP 1 to be removed before plans can be sent back to the City rec'bmmending approval 5: '-.' Rrdvide,truss details and truss calculations for this project. Specify truss - identification numbers on the plans If applies Drag truss calculations to reflect required axial loads Truss design to include FAU(s) in attic where applicable Verify dead loads and clearances for FAU/catwalk are provided and attic access - faming when exceeds 24" in width. The truss design drawings must contain all the information listed in Section R802.1 0 k 6 Please provide evidence that the engineer-of-record has reviewed the truss' calculation package prepared by others (i.e., a "review" stamp on the truss layout ' • • orb letter). CBC Section 107.3.4.2 1' 4 •. 7.- On the cover sheet of the plans, specify any items that will have a deferred ' submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following •? ' - note on the plans 'Submittal documents for deferred submittal items shall be subhiifted to the registered design professional in responsible charge, who shall I • - ,, • •-review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The ; ' -deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official" .4- i_ 4'. • • -- - $_- • 1 4 - ' .- .' 4 4 f . • • - ,•• • .., . -.. -r •- ,Carlsbad PC15-70 01106/16 •V 8. If applies: On the cover sheet of the plans, specify any items that will have a V deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items . - . .. shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation V V indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the -. V building. The deferred submittal items shall NOT be installed until their design: V and submittal documents have been approved by the building official." - •VV* V V • RESIDENTIAL GREEN BUILDING STANDARDS V The California Building Standards Commission has adopted the Green Building V Standards Code which became effective January 1, 2011 and must be enforced by the - local building official. The following mandatory requirements for residential construction:' V must be included on your plans. CGC Section 101.3. The Standards apply to newly, constructed residential buildings, along with additions/alterations that increase the building's conditioned area, volume or size CGC Section 303.1.1. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following V notes as applicable., V V V V '9. Electric Vehicle Charging. Note on the plans that electrical vehicle supply V equipment (EVSE) is required in all new residential construction. Show on • ele&rical plan the location of the electrical vehicle supply equipment. The EVSE must consist of minimum 1" conduit extending from the main panel to a junction V box where the EVSE receptacle will be provided. The main service panel must V be sized to accommodate 208/240 Volt, 40 amp dedicated branch circuit. . V CGC4.106.4. Note 5 on A.9 reflects 30 amp and 110 Volt? V V 10. Note on the plans that for new residential construction where landscape V irrigation water is planned a water budget shall be developed that conforms to. V local landscape ordinance or the California Department of Water Resources - V Water Efficient Landscape Ordinance (MWELO), which ever is more V 4. 'strihgent.'To view the MWELO: hftp://www.water.ca.gov/wateruseefficiency/docs/MWELO TbContent Law. pdf V V For the lobal landscape ordinance check with City/County Planning Department. V CGC 4.304.1. V V V V . ii: 'Note on the plans that prior to final inspection the licensed contractor, architect ' or engineer in responsible charge of the overall construction must provide to the V building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the- construction. CGC 102.3. Could not locate this note. 1. Two instantaneous water heaters are shown on the plans. Please include a V - V gas pipe sizing design (isometric or pipe layout) for all gas loads. This cannot be V V a deferred item. The gas pipe sizing for each water heater shall be based upon a minimum 200,000 Btu gas input rating. Energy Standards 150.0(n) V V V V V 74 V V V . ,. Carlsbad PC 15-70 01/06/16 13- All new water heaters (per the energy standards) must be designed so they can be able to convert to tankless water heater in the future. ES 150.0(n) Provide the following design requirements for all new gas water heaters installed to serve individual dwelling units: Provide on the plans a complete gas pipe design. The gas load for the water 'heater shall be a minimum of 200,000 BTU/hr ,A condensate drain installed no higher than 2" above the base of the heater that also allows for gravity drainage. - 'c) U The "B" vent installed in a straight position (no bends) from the room - containing the water heater to the roof termination (for future possible sleeving for high efficiency heater venting.) e),. Pressure relief must extend to the exterior. f) Plans to reflect how providing adequate combustion air to the garage as .. garage is not large enough to provide adequate combustion air for both tankless water heaters. - - 14. All hot water piping sized 3/4" or larger is required to be insulated as follows: 1" pipe size or less: 1"thick insulation; larger pipe sizes require 11/2' thick insulation. Note: In addition, the 1/2" size hot water pipe to the kitchen sink is required to be insulated. ES 150.00) 2. - .15 lf.pplies: Below grade hot water piping is required to be installed in a waterproof and non-crushable sleeve or casing that allows for replacement of boththepiping and insulation. ES 150.00). 1' t. . 16. - Show or note that exterior doors may swing outward only if the exterior landing is . not more than 1% inches lower than the top of the threshold. R311.3.1 See door' -11 out of great room on A.2 for example where noting 2" on Al? Recheck all. : locations., - * 17 Plans to reflect locations of FAU/AC (s) fore the main unit and heat pump for the 2nd dwelling . 18. Provide details for FAU in the attic. . a) - '. Show minimum 30" deep unobstructed working space in front of furnace. .. . ,:.' • UMC Section 903. - b). Show source of combustion air to furnace, per Chapter 7, UMC. Specify, the location and sizes of both of the combustion air openings. c) Note that passageway to the mechanical equipment in the attic shall be unobstructed and have continuous solid flooring not less than 24 inches' , - . ;wide, not more than 20 feet in length through the attic. UMC Section 908.0. .' . d) Show a permanent electrical receptacle outlet and lighting fixture :controlled by a switch located at the entrance for furnaces located in an - 1 . attic or underfloor space. UMC Sections 908.0 & 909.0. . . , • - . ' - - If applies Note on the plans that the FAU closet or alcove must be 12 inches wider than the furnace or furnaces being installed UMC Section 904.1 •,, - -• 'I ••'4 - . . . • .- -. . , _.•, - , - ' 4 S 4 Carlsbad PC15-70 01/06/16 .- 20. Please recheck all details to verify that they are complete and/or correct. See for example where onA.2,A.3 and A.4 where noting details 10, Ii, 12,13 and 1 5/D.2 and no details provided Recheck all locations •- 21 ... Detail the two dryer exhaust ducts design from the dryer to the exterior with : termination to be a minimum of 3 ft from any opening and 5 ft from the AC .:' 'p.: condensers per ES150.0.h 3 (a) . The maximum length is 14 feet with a màximum.of two 90-degree elbows or provide the manufacturer's duct length - specification description on the plans: Include the dryer specifications - • • . , - (manufacturer, model, and fuel type) as well as the duct description (size and - ---type). CIVIC Section 504.3. .. .. 22 - 4 the electrical plan does not match the floor plan. See garage door for example -. as shbwn at different location. Recheck all locations. . 23 The 2650 DH windows for bedrooms 2 and 3 do not meet egress as only provide - '. -- 4.8 open'able instead of required 5.7. , . - .M i 24 , Adjust any affected energy and structural calculations required to meet minimum requirements listed above or another option is to change to casement. - - - 25.!- Provide details of winding stairway complying with Section R311.7.4.2; Minimum tread is 6 inches at any point and minimum 10 inches at a point 12',, inches from where the treads are narrowest Maximum rise is 7-3/4 inches C) Minimum, clear width is 36 inches 26 Detail and reference required stairway and landing details at both interior (and • - exterior locationsif applies) per Section R311.7 Maximum rise is 7-3/4" and minimum run is 10", measured from the -. - nosing projection. Where there is no nosing, the minimum run is 11"../ : A nosing (between 3/4" and 1 1/41) shall be provided on stairways with solid 4. risers Exception No nosing is required if the tread depth is at least 11 - . • • '. inches. Section R311.7.5.3 • - - •- c) If applies: Open risers are only permitted if the opening between treads - does not permit the passage of a 4" diameter sphere Section R311.7.5. 1 k : 27. 4 Detail and reference required handrails at both interior and exterior locations per, - - Section R311.7.7 • a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. . 4 b) The handgrip portion of all handrails shall be not less than 11/4 inches nor more than 2 inches in cross-sectional dimension. See Section R311.7.8.3 for alternatives •' • c) ., . Handrails projecting from walls shall have at least 1-V2 inches between.. the wall and the handrail d) Ends of handrails shall be returned or shall have rounded terminations or ' bends a . •. •••. -- .• ,' - .'-• 4' -..L •, . •'• . '_ . 1.4,' ' • . . . -- p •.,. • •.,, . -i s . ,. - S •. t ..Car1sbadPC15-7O .O1/O6/i6 28. Detail and reference required guards at both interior (and exterior locations if applies) per Section R312): a) Shall be installed along open-sided walking surfaces that are located - more than 30" above the floor or grade below. - b) Shall have a height of 4" (may be 34" along the sides of stairs) C) Openings betweenrailings shall be less than 4". The triangular openings - formed by the riser, tread and bottom element of a guardrail at a stair. shall be less than 6". d). Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail Table R301.5.p 29. The fireplace and framing for exterior fireplace need to be shown to be elevated -,- . above slab in order to maintain fore example weep screed clearances i.e. . minimum 2" to paved (hardscape) areas and 4" to earth per R703.6.2.1 an/or to .. -. ,. prevent framing/fireplace being exposed to driving rain for example. As shown . the framing at side walls and wall where fireplace opening occurs will be. -. - -' set on slab. This area should be elevated (similar to column framing so that framing, finish and fireplace are not subject to moisture from driving rain, - •• . . .,washing of patio 'cover). 30. ' Wall assemblies separating units in a duplex shall be of one-hour fire resistive construction. Provide details of the assemblies. Section R302.3. Such wall . assemblies shall extend to the underside of the roof sheathing, where applicable Exceptions . - a) '- , A fire-resistance rating of ½-hour shall be permitted in buildings equipped ' throughout with an automatic sprinkler system installed in accordance with NFPA13 'b) • Wall assemblies need not extend through attic spaces when the ceiling is, , \.. .,, '. protected by not less than %-inch Type X gypsum board and an attic draft stop constructed as specified in Section R302.12.1 is provided above and' along the wall assembly separating the dwellings. The structural framing * supporting the ceiling shall also be protected by not less than ½ -inch ..gypsum board or equivalent. - -31.Floor assemblies separating units in a duplex shall be of one-hour fire resistive. construction (½-hour if the building has an automatic sprinkler system). Provide -. details of the assemblies. Section R302.3. Such assemblies shall extend to and '- be tight to the exterior wall, where applicable. Portions of 2nd dwelling above - •.occur over main unit i.e. laundry room etc. 32, Walls and floors separating units in a duplex shall have a sound transmission. '- -• S - . ,class (STC) of notless than 50. Additionally, floors must have an impact • . - ;. insulation class (IIC) rating of not less than 50. CBC Section 1207.6. Show the - location of and provide details of the listed wall and floor/ceiling assemblies, and - , indicate the listing agency and listing number for the tested ratings Assume garage is for main dwelling and a STC of 50 is to be provided between garage S . and dwelling above. - - S5 . - 1' • S $ I - -• 4. -. -S •-- - • S * S.. ., *; Carlsbad PC15-7, •. 01/06/16 33:. For duplexes only: The Title Sheet or Site Plan should clearly indicate if any portion of the project is in a noise critical area (CNEL contours of 60 dB) as shown on the .City or County's General Plan. If no portion of the project is within a t. . noise critical area, provide a note on the Title Sheet stating: "This project is not . within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan". CBC Section 1207.11. 34 For duplexes only: If the project is located in noise critical areas (CNEL contours of 60 dB) as shown on the City or County's General Plan, then an acoustical .analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of forty-five dB is required. Where windows must be : closed to comply, it is necessary to provide mechanical ventilation capable of •.. - - . •.. .-providing at* least two air changes per hour. Provide design. CBC Section - •: 1207.11. • . . 35. The supporting construction of fire-rated floor assemblies shall have an equal or. .. greater fire-rating. Section R302.3.1. 36.. Provide anote on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in CRC Section R302.4.' .4 . -37.-. :.Plans to reflect location of required sub or main panel for 2nd dwelling. Tenant • .. must have access to this. Sub panels if provided cannot be placed in fire wall, closets , bathrooms or in any area where that does not provide a minimum 30" dear width, 36" clearance in front and adequate head clearance. - •• - 38.' Window J to be.tempered if within 2 ft of openable part of door 13 on A.3? - 39 Show a self-closing, self-latching door for openings between garage and dwelling Section R302.5.1. ,_.•_.;.••- •• Secify.on the plans the following information for the roof materials, per Section S . • • - .R106.1.1:1CC approval number, or equal GAF noting on A4 is ESR-1475. 41 Section E on A.8 is reflecting R-19 at ceiling of laundry room and needs to be R-- -''. 30? -• . _C ii,'.. • T - - 42 Show location of attic access with a minimum size of 22"x30", unless the - • - maximum vertical headroom height in the attic is less than 30". Access must be .. .•. .. provided to each separated attic area (if over 30 sq. ft.), shall be located in a 'hallway or other readily accessible location and 30" headroom clearance is •. • reqUired above the-opening. Section R807.1 43 Show locations of required smoke alarms i.e. in all hallways leading to bedrooms and on each floor level Section R314 3 1 - •'•• .- •- - •. .•t - •.. S.-. • '-S C _ C • - * • '.,J_, •• . .•••r * -. • - . 4.. • - *5 •- - . . - • Cl-. . '. -f:- r _-•-* •• • •- -S .4 ••, ..-. • .5 • S S . 4 . - 4 '•I-. .5 5_ * .• -S. Carlsbad PC15-70' 01/06/16 . 44. . Show locations of required carbon monoxide alarms i.e. outside each .. - separate sleeping area in the immediate vicinity of the bedrooms and on each. .. story. Section R315.2 45: The plans are reflecting a island gas cook top and the foundation plan should reflect u/g electric and detail and reference u/g gas line /sleeve/vent/access to :- exterior and if downdraft then u/g exhaust ducts etc. Verify exhaust duct /access . .. .' — terminations will not adversely affect any shear walls/sill plates Detail and reference under slab gas if applies. See attached for possible detail to use : STANDARD Xt;ST>JT,ATION GUXDE .. . FOP. IJELOW SLAB GAS PXFXNG S . • 1. Gos ppinj and rittings shall be standard weight black iron pipe. Sleeveand fittings shall be Schedule 40 PVC Location and plceent shall allow for ready removal. 4. Access panel shell be sized and located to allow ready removal . . o"co uplings and vertical pipe extension- s. Two air pressure tests are required and shall be of 5 psi and held for 15 minutes. After placement of sleeve and prior to encasement At tIme of final inspection with piping installed. shall be graded to vent to atmosphere. .. • Access Panel Left/Right Seal at coupling penetration - -- assembly (both ends) - -. Sceered ... I piping - to atnosohee N. i'rri sleeve N.. 1..4i i • . I —.. I I N. ., S ., -c .. ' - ° . .., .•. - - Fin is h gad.I ==ç \it \QJ zI-- c'.::z : • - 1 -.r--1z Il 4-,.- 4. .-, 46 A.9 to reflect a GFCI outlet on either side of island cook top :. Pny post located on concrete slabs shall be supported so as to project a minimum-of 1"-above and any isolated piers shall project at least 8 inches above ground level unless the posts are of approved wood of natural resistance to . . . decay or treated wood is used. See 9/S5 or could change GB to CBS at front entry for, example on S2? . . s .. . Carlsbad PC15-7O 01/06/16 . .. 48.`_.Detail 7/S-6 is reflecting rise of 8" and run of 9". Please correct to comply with item 27 above: P49. 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 (per page 12 of soils report). 50.'' 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." - 51.t- 'Plans and calculations need to be reviewed by engineer or record to verify that 'they-are complete and that they reflect a complete vertical and lateral load path .from roof sheathing to foundation below. Some examples are listed below. 52.— 'The shear wall lengths do not match plans. See line Don S-3 where requires ft total. Another is line 5 with Four Hardy Frames. Recheck all locations. 53 Missing lengths of shear panels See line C on S-3 for example Recheck all •- -' locations.-- 54 Missing type of shear. See line 2 on S-3 for example Recheck all locations 55.. .F6und6tion plan reflects shear wall length to be 13 ft for line D on S-2? . 56. - Missing correct hold down sizes. See line E on S-4 where correctly noting ' HDU8's but on S-3 the are 2's? Recheck all locations. 57.. 'Speify4minimum 1/4 inch per foot deck slope for drainage. Specify how obtaining. the required minimum 1/4 inch per foot deck slope for drainage i.e. ripping, - sleepers, slope framing etc. If ripping, note maximum taper cut and calculations to reflect this and if sleepers detail attachment to floor joist Section R905.9. 1 . See front entry for 2nd dwelling as well as covered terrace. Recheck all --, . locations. . . . 58 Please verify that all hold down locations reflect an appropriate detail i.e. from - ,:tlbor;to floor, floor to beams, floor to rim joist where applicable. Verify - •- overturning load path to continue to foundation or show in calculations that dead loads from'floor framing can resist these loads. Please show how for example• how resisting members i.e. post, beams, rim joist /joist are capable of resisting, uplift forces. - . • . - • . . , ' - . s. , L•.- - -S 4 -- .- - . . -S. IT Carlsbad PC 15-70 s 01/06/16 59. Please check beams supporting hold downs for hold down forces with over- strength using appropriate load combinations. : a) - The maximum seismic load effect, Em, should be computed in accordance with the following equation set forth in ASCE7-05, Section 12.4.3 to be used in the special seismic load combinations of Section 12.4.3.2 b) Collector elements, splices and their connections to resisting elements should be designed to resist the prescribed forces They must also have the design strength to resist the special load combinations of Section 12.4.3.2 (Section 12.10.2.1) 60 Please recheck vertical load path For example no structural support shown See rear of 2nd dwelling living room/front entry exterior walls on S-4 where on S-3 cutting thru trusses and bearing on TJl's. Recheck all locations. - - Recheck plans for correct beam sizes. See BM 12 at rear of California room -- -. ,where noting tobe6x8 instead of 51/4x16. .•- 1; -- . - .62. No header size given BM 5 on S-3/S-4. 63 Plans to reflect if the PSL's at decks for example are to be wrapped or womanized as cannot be exposed to the weather. Detail and reference all shear locations with a detail showing shear extending to floor/roof sheathing: Detail to include edge nailing of roof diaphragm to members below. Minimum 2 details required i.e. when shear walls are perpendicular to - roof framing/trusses (blocking panels) and when shear walls are parallel to roof , framing members . Girder truss's to be designed for appropriate loads and post/spread footings will - be required at each end. Detail continuous roof diaphragm, appropriate truss hangers, blocking, edge nailing and drag strap from girder to wall where required' .'Far-too many areas that need close review to list. - • CITY of CARLSBAD REQUIREMENTS 66. . It special inspection is required, the designer shall complete the city's "Special - Inspection Agreement". - 67. . All: new residential units shall include plumbing specifically designed to allow the , later installation of a system which utilizes solar energy as the primary means of heating domestic potable water. No building permit shall be issued unless the. plumbing required pursuant to this section is indicated in the building plans - ,- ..--• - , •, - . •• -4.. •?••_• - - -- C - - I 4 - 1 - : - Carlsbad P65 .:0i/06I16- .' 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? - . -s - Please indicate.-Yes ( ) No ( ) - - The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake 5 * '-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. 5- - .,_ ,• , -• .• p - - --..- .5 55 5,- 5 -. -.5-- - 'S • -- - . 5_• 4•; S ' - - .5 . S - '• -; .- 8 1 . 5 i-,. - S.- •• -- - -- - -. . •• .4 - - • -.- 4 3 - -• . • - -4 ' !'. • ' - ? - :• ., . - • . - S 5 - S • - - 5 •. •_•54 . * . - e- - • - - S *5 • S • • S -••_f_4• • S. - 3 .. 5, . ;• -. - . •••. •fl S S S •• •. -5-.. 5. 55 . • -. • 4•.-— - -. - -5 *5 - S_A.-' - 1 . . .4 •45 -S • •S• S -, - •. * - ',• S 5 . •• • --_ _5_ -. 5.- - -- S •• • - S 5 5 5- -- .-. •. •8 _ - . S. - • • - ''-- •S _S -. •• .4-, S - -' • r • - - S - -. '-4 - •• ,-. S. S.; f p • - —• S - • - 'S -4..-t- 5 5 -- •S_ ••;•S_.g - -• - - .5 .3 - 5-44-.-'. •j- • 5. 4 5 - 3 5 S s - • •S• S . - • -3 3- - _4 . Car1sbadPC15-70 '. 01/06/16 2 - ' In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed - requires special inspection, structural observation and construction material testing. - 'rojectiPermit: . . Project Address:________________________________________ - . . THISSECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if ypu are Owner-Builder . O. (If you checked as owner-builder you must also complete Section B of this agreement.) ' V.. - Name: (Pleasepnn . - (First) (Mi.) (Lost) - -,Mailing Address:_'' • Email. - . Phone.________________________ - I am: oProperty Owner oProperty Owner's Agent of Record lJArchitect of Record DEngineer of Record ' :- - - sate of California Registration Number Expiration Date:_________________ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have-read, - - . - understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. . Signature Date -. B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder I owner-builder. . . ... • • --Contractors Company Name: _. . . Please check if you are Owner-Builder 0 Name: (Please print) . . 5; '.• • (First). IM I.) (Lost) L - Mailing Address:__________________________________________________________________________ Email: • ' - Phone. ., . • State of California Contractors License Number Expiration Date I acknowledge and am aware of special requirements contained in the statement of special inspections noted on . . '; the approved plans; t • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the -•. °, - building official; I. - - •. . • • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports and r • I certify that I will have a qualified person within our (the contractors) organization to exercise such control - I will provide a final report letter in compliance with CBC Section 1704.1.2 prior to requesting final - -. : inspection. . . . Signature Date ' B-45 • - . Page 1 of 1 Rev. 08/11 -- - • .' -/.. - - , : . • - . -.:s., ... .1_ . ..'.• .. ••5 . . . 5- . . - -' S - S . S S. S . . - . - . ' :1 . • - - - - : ' •- - ••, -., - -- .-, -- ,.VVV - Carlsbad PC 15-70 V .01/06/16 (DO NOT PAY— THIS IS NOT AN INVOICE) Ilk I VALUATION AND PLAN CHECK FEE . JURISDICTION: V Carlsbad . . PLAN CHECK NO.: PC15-70 VJPREPAREDBY Ray Fuller DATE 01/06/16 BUILDING ADDRESS: 2787 James Drive V . * V - BUILDING,OCCyPANCY: R3 U TYPE OF CONSTRUCTION VB V •:. •. 4. BUILDING ,, AREA Valuation Reg. VALUE ($) PORTION V (Sq. Ft.) Multiplier Mod. -. Dwelling . 2927 V 139.52 408,375 2nd Dwelling. V V 569 139.52 79,387 Garage . 563 36.40 20,493 Cover Porches V 312 16.68 5,204 Decks V 226 . . 19.71 4,454 Fireplaces . 2 3,319.61 6,639 V Air Conditioning V 3496 5.31 18,564 Fire Sprinklers P4059 3.94 . 15,992 TOTAL VALUE V V 559,109 r Jurisdiction Code - cb 113y Ordinance V V V I $2,217.261 V .: BIdg Permit Fee by Ordinance -1Plan Chick Fee by Ordinance I $1,441 221 Type of Review~. V Complete Review E Structural Only V 3496 V El Other - 171 Repetitive Fee. * Repeats Hourly Hr. © * . V. . EsGil Fee $1,241.67 - •V V **V .* - - Com ments iiior the_above fee,an additional of$6 is, .due ( 1hou iqL Sheeti of 1 macvalue.doc + - - .' . :. .' - - V * -, . ..: •. V - -. - - r •*• V 'V* ILI- (City of Ca h1sbad PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: .09-13-2016 PROJECT NAME: JAMES DR. SFR & 2DU PROJECT ID: MS 13-02 PLAN CHECK No: CB15-4544 SET#: 2 ADDRESS: 2787 JAMES DR. APN: 156-142-58 •. VALUATION: SCOPE OF WORK: CONSTRUCT NEW 2927 SQ. FT SFR >< This plan check review is complete and has been APPROVED by: Li DEVELOPMENT ENGINEERING DIVISION Li Final Inspection by Construction Management & Inspection Division is required: Yes EIZI No LI This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check. Comments have been sent to: mgraharn@pacificlegacyhomes.com To determine status by one of the divisions listed below, please contact 760-602-2719. LAND DEVELOPMENT 760-602-2750 Chris Sexton X Chris Glassen F] Greg Ryan L. J 76O-6024624 760-602-2784 760-602-4663 Ch ris.Sexton@carlsbadca.gov Christopher.Glassen@carlsbadca.gov Gregory.Ryan@carisbadca,.gov Gina Ruiz Linda Ontiyeros • • Cindy Wong 16O-6O24 675 • 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@cansbadca.gov LII . LIII • ValRay Nelson .• Dominic Fieri • • • 760-602-2741 ValRay.Marshall@carisbadca.gov 760602-4664 Dominic.Fieri@carlsbadca.gov • Remarks: I- JAMES DR. SFR & 2DU PLAN CHECK NO # CB15-4544 Outstanding issues are marked with L?SJ . Items that conform to permit 'requirements are marked with [21 or have intentionally been left blank. 1. SITE P1 PLEASE SLIP Provide a fully SHEET SIGNED =F_71 Nor GRADING El E] Exi PLANS IN TO LIII [ZJ Exi BUILDING SETS E.J LZJ Prol ElElEas LIII EI2IIRigl Show on site ElElDr; El =Bu stn AD 5', 5, ElL?JExi El Elsiz Ea Ave imensioned site plan drawn to scale. Show; arrow ' ( El Driveway widths lg.& proposed structures El El Exiting or proposed sewer lateral ig street improvements El El Existing or proposed water service rty lines (show all dimensions) El LI1l Submit on signed approved plans: rients ' ' DWG No. 479-313 of-way width & adjacent streets an: iage patterns and proposed site elevations. Show all high points. ing pad surface drainage must maintain a minimum slope of-one percent towards an adjoining or an approved drainage course. THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale ay from building". ing & proposed slopes and topography' location, alignment of existing or proposed sewer and water service(s) that serves the project. unit requires a separate service; however, second dwelling units and apartment complexes are an and water laterals should not be located within proposed driveways, per standards. Include on.title sheet: S El [ZI Sit address El Asessor's parcel number - El LZJ Legal description/lot number El El For commercial/industrial buildings and tenant im'rovement projects, include:' total building sqdiare footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. , El El Show all existing use of SF and new proposed use of SF. Example: Teant improvement for 3500 SF of warehouse to 3500 SF of office. 1' Lot/Map No.-: PARCEL 1#2/ PM #21183/#130002 Subdivision/Tract: Reference No(s): E-36 • ' - Page 20f6 • •' REV 6/01/12 ( - •1 - JAMES DR. SFR&2DU . PLAN CHECK NO# CB15-4544 DISCRETIONARY APPROVAL COMPLIANCE I Project does not comply with the following engineering conditions of approval for project no.: / MS 13-02 . DEDICATION REQUIREMENTS EIIJ DeØication for all street rights-of-way adjacent to the building site and any storm drain or- N/A utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 24.00000 pursuant.to Carlsbad Municipal Code Section 18.40.030. LII] LIII Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed SHOWN ON, at time of building construction whenever the value of the construction exceeds .DWG 479-3A . ,$120,000.00; pursuant to Carlsbad Municipal CodeSection 18:40.040. -- LIJ LIII Public improvements required as follows: - -• . - LIII.Construction. of the public improvements must be deferred pursuant to Carlsbad - Municipal Code Section 18.40. Please submit a recent property title report or current grant - deed on the property and processing fee,- so we may prepare the necessary Neighborhood - Improvement Agreement. This agreement must be signed, notarized and - approved by the city prior to issuance of a building permit. - • . • Future public improvements required as follows: - - - -• - - E-36 - - . . Page 3016 . • • REV 6/01/12 - JAMES DR. SFR & 2DU 'I PLAN CHECK NO # CB15-4544 5. GRADING PERfl UIREMENTS flflj, ILRjI I QVU11Q9J11U V11 01LV 1j101 I L'.J 111CMU a ULI 11111 IOLIUI I U11 VICIU111V requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and renedial). This informatiOn must be included on the plans. If no grading is proposed write: "NO GRADING" GR 16-20 Grding Permit required NOTE The grading permit must be issued and rough grading app roval obtained prior to issuance of a building permit. *FOUNDATION * LiI Grded Pad Certification required. (Note: Pad certification may be required even if a grading ONLY pemit is not required.) All required documentation must be provided to your Engineering Copstruction Inspector . . The inspector will then :. provide the engineering counter with a release for the building permit. EJ Nojgrading permit required. • min, or Grading Permit required. See additional comments for project- specific requirements. S - 6. MISCELLANEOUS PERMITS • RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjcent to the public right-of-way. Types of work include, but are not limited to: street imrovements, tree trimming, driveway construction, tying into public storm drain, sewer and S water utilities. • S • • •' fl Riht-of-way permit required for: S. NdTE: ANY WORK BEING DONE IN THEPUBLICS RIGHT-OF-WAY REQUIRES R.O.W. PERMIT. . . F-36 . S Pan4nfB S RFVR/flh/1 0 JAMES DR. SFR& 2DU PLAN CHECK NO# CB15-4544 '7. STORM . Construction Compliance '. •' : SW 16-234 Project Threat Assessment Form complete.. . . . Enclosed Project Threat Assessment Form incOmplete. (TIER 1 FOR Requires Tier 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached forri' REFERENCE) . ', and return (5W15-496. Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Dvelopment (SUSMP) C1ompliance EJ E2JStorm Water Standards Questionnaire SWMP 16-16 Eli Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. r Indicate .'areas of impervious surfaces (patios walkway etc ) and pervious areas (landscaping) .Project needs' to incorporate low impact development' strategies throughout' in one or more of the following ways: • ' ' ' Rainwater harvesting (rain barrels or. cistern) Eli Vegetated Roof El Bio-retentions cell/rain garden Eli Pervious pavement/payers ' • El Flow-through planter/vegetated or rock drip 11 line Vegetated.swales or rock infiltration swales El Downspouts discdnnect and discharge over landscape Other: , . . . ' . ' •, E-36 ' ' . ' ' Page 5 of 6 • REV 6/01/12 U PLAN CHECK NO # CB15-4544 WATER METER REVIEW Don estic (potable) Use What size meter is required? E11 Efl Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. LJ jjfl For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feetor on a lot larger than one quarter (1/4) acre where the meter size shall be I. FEES . Required fees have been entered in building permit. fJ Drainage fee applicable Added square feet Added square footage in last two years? El yes El no Permit No. Permit No. Project built after 1980 ., yes Ljno Impervious surface >50% F-] yes F-1 no' Impact unconstructed facility flyes Ono Fire sprinklers required [Z]yes Eno (is addition over 150' from center line) Upgrade yes Elno E1 E11 No fees required 10. ADDITIONAL COMMENTS Attachments L1 Engineering Application Storm Water Form L1 Right-of-Way Application/ Info. LIII Reference Documents E-36 0 • • Page 6of6 . REV 6/01/12 1 A : Fee Calculation Worksheet us' ENGINEERING DIVISFON 156-142-58-00 M Prepared by: CG Date: 9/13/16 .. •. GEO DATA: LFMZ: -/-B&T: Address: 2787 JAMES DR., ' BIdgPermit#: CB154544 Fees Update by: ' ,Date:. "' Fees Update by:. Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: SF0 ' ., Sq.Ft./Units 2927k EDU's': I Types of Use: SqFt./Units EDU's: Types of Use: Sq.Ft./Units "' EDU's:. Types of Use: Sq.Ft./Units EDU's: ADT CALCULATIONS: List types and square footag.s for all uses. Types of Use: SFD Sq.Ft./Units 2927 ' ADT's: 10 Types of Use: - Sq.FtIUnits ' i ADT's: .. Types. of Use: Sq.Ft./Units / ADT's:' Types of Use: , ' Sq.Ft./Units ' ADT's: FEES REQUIRED:' Within CFD:LJYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) 6JNO 1. PARK-IN-LIEU FEE: NW QUADRANT [JNE QUADRANT ElSE QUADRANT [JW QUADRANT ADT'S/UNITS: X: 'FEE/ADT: : " $ PAID ON PM 13-02 23RAFFIC IMPACT FEE: ' ADT'S/FJNITS: 10 X FEE/AT: $316 •, ' 4 3,160 3. BRIDGE & THOROUGHFARE FEE: DIST. #1 ' flDIST.#2 ' EJDIST.#3 (USE SANDAG)ADT'SUN ITS ' X FEE/ADT: , ' 4 N/A FACILITIES .MANAGEMENT FEE , ZONE: I - ' ADT'S/JNITS: H X FEE/SQ.FT./UNIT: 4 N/A SEWER FEE X FEE/EDU: $881 EDU'sil BENEFIT AREA: EDU's DRAINAGE FEES: ACRES: POTABLE WATER" FEES: UNITS i CODE .1. FSI X FEE/EDU: PLDA: LIHIGH K. FEE/AC: CONN.-FEE $3,934 - 881 EMEDIUM' LIIILOW • $ PAID ON PM .13-02 METER FEE SDCWA FEE TOTAL $356 • $4,963' ' $9,253 S . This may not represent a com'Irehensive list of fees due for this project. - Please contact the guilding division at (760).602-2719 for a complete listing of fees*** PLAN CHECK Community & Economic Cityof - REVIEW Development Department 1635 Faraday venue S TRANSMITTAL Carlsbad CA 92008 - www.carlsbadca.gov , DATE 01-13-2016 PROJECT NAME JAMES DR SFR & 2DU PROJECT ID MS 13-02 PLAN CHECK NO: PC 15-70 SET#: 1 ADDRESS: 2787/9 JAMES DR. APN: 156-142-57 ,"VAWATION6 $453,945 SCOPE OF.WORK: CONSTRUCTNEW 2,927 SQ. FT. SFR AND NEW 596 SQ. FT. 2DU This plan check review IS complete and has been APPROVED by LAND DEVELOPMENT ENGINEERING DIVISION 41 i Final Inspection by Construction Management & inspection Division is required Yes EZII No LI 4 - - This: plan check review. is NOT COMPLETE Items missing or incorrect are listed on the attached checklist Please resubmit amended plans as required Plan Check Comments have been sent to: AWASH@PACIFICLEGACYHOMES.COM . •-- •.. -- • To determine status by one of the divisions listed below, please contact 760-602-2719 - LAND DEVELOPMENT 760-602-2750 r Chris Sexton r Chris Glassen Greg Ryan 760-602-4624 - 760-602-2784 760-602-4663 Chris.Sexton@carisbadca.gov Christopher.Glassen@carisbadca.gov Gregory.Ryan@carIsbadcagov 'EIIITh .Gin Ruiz • - Linda Ontiveros F-1 CindyiiVong • 760-602-4675 • 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carisbadca.gov f ' VaiRay Nelson - Dominic Fieri -. - 760-602-2741 760-602-4664 - - ValRay.Marshaii@carisbadca.gov Dominic.Fieri@carisbadca.gov. . rJAMES DR. SFR&2DU PLAN CHECK NO # PC 15-70 JftYU Outstanding issues are marked with Li . Items that conform to permit Msruus.. requirements are marked with 171 or have intentionally been left blank. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale North arrow LIEI LZJ Existing & proposed structures • L] Existing street improvements : .EIII LZJ Property lines (show all dimensions) LIII Easements ElI EZI Right-of-way width & adjacent streets Show on site plan * LIIIIIIII [121 Drainage patterns and proposed site elevations. Show all high points. LIII [11111 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining ---------------------------. street or an approved drainage course. /4. - ;-, 111111 F7,/ADD-THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5 away from building LIZI Existing & proposed slopes and topography - LII Size location alignment of existing or proposed sewer and water service(s) that serves the project Each unit requires a separate service however, second dwelling units and apartment complexes are an exception LJ [1211 Sewer and water laterals should not be located within proposed driveways per standards -: - .... 0 -Include on title sheet: Show: Liii [1211] Driveway widths LII LiIJ Existing or proposed sewer lateral LIII [1111 Existing or proposed water service EI LII Submit on signed approved plans: DWG No. [III] L1Siteaddress [17J Assessors parcel number LIII Legal description/lot number L:J LII For commercial/industrial buildings and tenant improvement projects include ttotal building square footage with the square footage for each different use, existing sewer permits .] '" , . showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved Show all existing use of SF and new proposed use of SF. Example: . Tenant improvement for 3500 SF of warehouse to 3500 SF of office v . - . Lot/Map No PARCEL #1/ PM #21183 Subdivision/Tract,- :. - . •. -. - Reference No(s) E-36 , • . Page 2of6 REV 6/01/12 • . •• r,. •., .. - . . . , - . . 8 • S . -SI S 4 JAMES DR. SFR & 2DU PLAN CHECK NO # PC 15-70 2. DISCRETIONARY APPROVAL COMPLIANCE EITTI L1 Project does not comply with the following engineering conditions of approval for project no MS 13-02 'S ,'U - b •_, -U t 3 DEDICATION REQUIREMENTS LIIJ LIII Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a 55 value at or exceeding $24.000.00 pursuant to Carlsbad Municipal Code Section 18.40.030. S 5 . Dedication required as follows -: — - 4 IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed .' , SHOWN ON .. at time of building construction whenever the value of the construction exceeds - S;, .SDWG 479-3A $120000.00,. pursuant to Carlsbad Municipal Code Section18.40.040. L LIII [Ill] Public improvements required as follows: - -I - -- - .' .: £111111 LIII Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee, so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed notarized and • ,:-• approved by the city prior to issuance of a building permit. , - Future public improvements required as follows: • , , ,, S • S • - ' ''_ .. ': - 'S '' - S • S • ( 'U - • E-36 , Page 3 of 6 REV 6/01/12 1.'S'..:! ,,_ .''U I 'S' . • - b ' • 5- 5 - U - - S -. -, ' JAMES DR. SFR & 2DU ' . PLAN CHECK NO # PC 15-70 1-•. ,, 1 5 GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code IJ =Inadequate information available on' site plan to make a determination on grading * ' requirements Include accurate grading quantities in cubic yards (cut fill import export and - remedial) This information must be included on the plans If no grading is proposed write: "NO GRADING" -' .•,4._ , ' FX J Grading Permit required NOTE The grading permit must be issued and rough gradin 'SEE COMMENT approval obtained prior to issuance of a building permit I1 LIII Graded Pad Certification required. (Note: Pad certification may be required even if a grading m. permit is not required.) All required documentation must be provided to your Engineering .: .., •., Construction Inspector . The inspector will then provide the engineering counter with a release for the building permit • ' . S-.- - - -: j.- * , 1111] LII] No grading permit required LIII LIII Minor Grading Permit required. See additional comments for project-specific reqi.iiremehts. . t - *, .• -. . I ) -6. MISCELLANEOUS PERMITS -.••'... - - ' LIII ' [III] RIGHT OF-WAY PERMIT is required to do work in city right-of-way and/or private work - adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements tree trimming driveway construction tying into public storm drain sewer and - water utilities. '•'•,. .p -- [III [III] Right-of-way permit required for NOTE: ANY WORK BEING DONE IN THE PUBLIC'S RIGHT-OF-WAY REQUIRES R.O.W. ' .' - ' t PERMIT. L -• '.-- -• - . -• . * • - * ,_• '-' -, - - - ) * - ,_• .- •- - '. - - .1 E-36 - • Page 4of6 - REV 6/01/12 4 ,'. .-*,• . • - - - ..•_•,_j - If 4,A JAMES I JAMES DR. SFR & 2DU S - - .7. STORM WATER - Construction Compliance LI LJ Project Threat Assessment Form complete . COMMENTS** Enclosed Project Threat Assessment Form incomplete. PLAN CHECK NO # PC 15-70 t - -. .- L1IIII1 EZII Requires Tier 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached form FOR • and return (SW15-496 )- REFERENCE - LIII Requires Tier 2 Storm Water Pollution Prevention Plan Requires submittal of Tier 2 - - SWPPP, payment of processing fee and review by city. -, Post-Development (SUSMP) Compliance FORM E-34 LJ L111 Storm Water Standards Questionnaire. ATTACHED j EEl Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. LIII [21 Indicate areas of impervious surfaces (patios walkway etc ) and pervious areas (landscaping) . . - S S Project needs to incorporate low impact development strategies throughout in one or more of the following ways: ' EEl Rainwater harvesting (rain barrels or cistern) - : - . [II Vegetated Roof Bio-retentions cell/rain garden [2 Pervious pavement/payers 1 [2Flow-through plantr/vegetated or rock drip line -• - -. . Vegetated swales or rock infiltration swales S Downspouts disconnect and discharge over landscape - LiOther I - • S. • *1 S F - - . -. • '-5-. 5& S,ç• • • . -- - E-36. - Page 5 of 6 . REV 6/01/12 .• - . . . . ' .,• S . • - F' JAMES DR. SFR &2DU PLAN CHECK NO # PC 15-70 8 WATER METER REVIEW Domestic (potable) Use FS3/4 What size meter is required? Where a residential unit is required to have an automatic fire extinguishing system the minimum meter size shall be a 1 meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements FFYI] For residential units the minimum size meter shall be 5/8",except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be W. 9. FEES £ LJ EJ Required fees have been entered in building permit * c:i Eli Drainage fee applicable Added square feet Added square footage in last two years? El yes F no Permit No Permit No. I Project built after 1980 Fj yes F-1 no Impervious surface> 50% F]yes no Impact unconstructed facility F-1 yes Elno EIli 11111 Fire sprinklers required Elyes El no (is addition over 150' from center line) Upgrade Jyes Ejno No fees required 10 ADDITIONAL COMMENTS - -, '.*.**PLEASE SEE ATTACHED COMMENT LETTER*** - ( i 4 t c -. - I Attachments [I] Engineering Application [J Storm Water Form El RIght of Way Application/Info EJ Reference Documents E-36 Page 6of6 REV 6/01/12 t . - P.. A PLANNING DIVISION BUILDING PLAN CHECK Planning Division Development Services C I TV 0 F REVIEW CHECKLIST 1635 Faraday Avenue (760) 602-4610 CARLSBAD - www.carlsbadca.ov .- ;•-' DATE: 4/25/16 PROJECT NAME: King Property PROJECT ID: MS 13-02 PLAN CHECK NO: CB 15-4544/45465ET#: ADDRESS: 2787/2789 James Dr APN: 156-142-58 : - This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Garcia A Final Inspection by-the Planning Division is required El Yes Z No -I You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. ,Resubmitted plans should include corrections from all divisions. . Thià plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist Please resubmit amended plans as required Plan Check Comments have been sent to: awash@pacificlegacyhomes.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-6024610 ENGINEERING 760602-2750 FIRE PREVENTION 760-602-4665 Chris Sexton 760-602-4624 Chris.Sexton@carisbadca.gov Chris Glassen 760-602-2784 Christopher.Glassen@carlsbadca.gov Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov Gina Ruiz • 760-602-4675 Gina.Ruiz@carisbadca.gov ValRay Marshall 760-602-2741 ValRay.Marshall@carlsbadca.gov Cindy Wong 760-602-4662 Cynthia.Won@carisbadca.ov Chris Garcia - 760-602-4622 Chris.Garcia@carisbadca.gov Linda Ontiveros 760-6022773 Linda.Ontiveros@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov - , Plan Check No CB15-4544/CB 15-4546 Address 2787/2789 James Dr Date 4/25/16 Review # 3 Planner Chris Garcia Phone (760) 602- 4622 APN: 156-142-58-00 Type of Project & Use Single Family Home Net Project Density 3 33DU/AC Zoning R-1 General Plan RLM Facilities Management Zone j CFD (in/out) #_Date of participation: Remaining net dev acres (For non-residential development: Type of land use created by this permit: 'REVlEW#:' - - 1 2 3 Legend Item Complete E] Item Incomplete - Needs your action -• ., . Environmental Review Required: YES LI NO N TYPE - - DATE OF COMPLETION - Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval Discretionary Action Required YES E] NO Z TYPE APPROVAL/RESO NO DATE PROJECT NO. OTHER RELATED CASES Compliance with conditions or approval? If not state conditions which require action Conditions of Approval Coastal Zone Assessment/Compliance - Project site located in Coastal Zone? YES El NO CA Coastal Commission Authority? YES El 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) . - • Habitat Management Plan - , I. • Data Entry Completed? YES Z NO LI If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus • .. (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken UPDATE?) Inclusionary Housing Fee required YES E] NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES LI NO LI - (NP/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N Enter Fee UPDATE!) LI --EIZ Housing Tracking Form (form P-20) completed: YES N NO E] N/A LI --'! ••• - ._ 1--' ••'•'-" • . • , / P28 Page 2of3 07/11 • .-.'-• 1.. • - . • - . _4# .• - ..-- : . . ,Site Plan LI El M, Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements existing and proposed structures streets existing street improvements right-of- * way width dimensional setbacks and existing topographical lines (including all side and rear • yard slopes). Provide legal description of property and assessor's 'parcel number. : 'City Council Policy 44— Neighborhood Architectural Design Guidelines 1 Applicability YES LI NO - 2 Project complies YES LI NOD - .. Zoning: •- I Setbacks: Front Required 20 Shown >20 Interior Side Required 10 Shown 510 - Street Side Required Lg Shown PL? •• .....Rear: Required 20 Shown >20 Top'ofslope Required n/a Shown n/a 4 . ,.., -- - 2 Accessory structure setbacks Front: Required Shown Interior Side:Required Shown Street Side Required Shown Rear: Required Shown - Structure separation Required Shown 3 Lot Coverage Required <40% Shown 21/ M.M. ': , 4 Height: - Required 30' pitched /24' flat Shown 25.5' pitched roof * - 5 ,Parking Spaces Required Two car garage one SDU space Shown Two car .•_.'• • -' . garage, SDU space in front of garage. (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required 0 Shown - El LI M . Additional Comments 4 . OKJO ISSUE AND ENTERED APPROVAL INTO COMPUTER / DATE 4/25/16 :' •' . . 'S. • 4 ' -S * - - - S * - . 5- 5 - . - - • . - • • P-28 07/11 ,". • • - Page 3 of 3. • 4 - - 4 • • --• 4, ---••• _)... S Challman Engineering, Inc Project Title: 41747 11th Street W, Suite Engineer: Palmdale, CA 93551 Project Descr: (661)524-0911 Billceiengr.com Wood Beam - File= ProiectlD: - Print&d: 19 ApR 2016, 4:09PM I5\15-477-1tDOCS\CALCuL1\15-477-1.EC6 INC. 1983-2016, Butld:6.16.4.15, Ver:6.16.4.15 Description: FRONT PORCH HIP-RAFTER - V r U VObEREEERENcEs'.: APR Calculations per NDS 2012; IBC 2012, CBC 2013, ASCE 7-10 25 2016 Load Combination Set: IBC 2015 .. CITY OF CARLSBA . - Material Properties BUILDING DIVISION - -. Analysis Method: Allowable Stress Design - Fb - Tension 900 psi E: Modulus of Elasticity ,.. Load Combination IBC 2015 . Fb - Compr 900 psi Ebend-xx 1600ksi . .. - .. - Fc - Prll 1350 psi Eminbend - xx 580ksi Wood Species : Douglas Fir - Larch . Fc - Perp 625 psi 4. Wood Grade : NO-2. Fv 180 psi - ' • . Ft 575 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling .09,0.018) Lr(O.1.O.02 1:3 - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 - Varyinq Uniform Load: D(S,E) = 0.090->0.0180, Lr(SE) = 0.10-4.020 kilt, Extent = 0.0 ->> 7.0 ft, Trib Width = 1.0 ft, (HIP LOADING) - JDESIGN SUMMARY Maximum Bending Stress Ratio = 0.7781 Maximum Shear Stress Ratio = 0.333 : 1 Section used for this span' . 2x6 Section used for this span 2x6 fb Actual ' ,. - = 1,138.49psi fv:Actual = 75.03 psi : Allowable - - = 1,462.50 psi Fv : Allowable = 225.00 psi Load Combination . ' ., +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = ' 3.142ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 -. -) Maximum Deflection . Max Downward Transient Deflection 0.098 in Ratio= 856 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 -: Max Downward Total Deflection 0.189 in Ratio= 443>=180 - Max Upward Total Deflection - . - 0.000 in Ratio= 0<180 rWi~~FP&ci~s-CSiresses for. 6a I - Load Combination . Max Stress Ratios Moment Values Shear Values - Segment Length Span # M V Cd C FN C i Cr Cm C t CL M lb F'b V lv F'v Length 7.0 ft 1 ' 0.521 +044.44-1 -- Length 7.0 ft - 1 0 0.469 404tr44-1 Length = 7.0 ft 1 0.778 1J+54I ' Length =7.oft . .. 1. ,- -0.408 -'-D-.0.750Lr-f0.750L-+fl.- Length = 7.0 ft - - i. ' 0.678 - , 1.300 1.00 1.00 1.00 1.00 1.00 0.223 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.200 1.00 1.300' 1.00 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.333 1.25 - 1.300 1.00 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.174 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.290 1.25 1.300 1.00 1.00 1.00 1.00 1.00 I 0.00 0.00 0.00 0.00 0.35 548.33 1053.00 0.20 36.07 162.00 0.00 0.00 0.00 0.00 0.35 548.33 1170.00 0.20 36.07 180.00 0.00 0.00 0.00 0.00 0.72 1,138.49 1462.50 0.41 75.03 225.00 0.00 0.00 0.00 0.00 0.35 - 548.33 1345.50 0.20 36.07 207.00 0.00 0.00 0.00 . 0.00 0.62 990.95 1462.50 0.36 65.29 225.00 - - : - •: ''- :. •: - .• .4.' 3' I. 4' S '•:' 1 ,16 - , •, - J. Challmn Engineering, Inc 41747 11th Street W, Suite D Palmdale, CA 93551 - (661)524-0911 - - I LJi!.L Billceiengr.com - Wood Beam Project Title: Engineer: Project Descr: File = ProiectlD: Printed: 19 APR 2016, 4:09PM I5\15-477-1\Docs\cALciJL-1\15-477-1.EC6 - INC. 1983-2016, Build:6.16.4.15. Ver:6.16.4.15 - - Description: FRONT PORCH HIP-RAFTER - : Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # .M V Cd C N C I Cr Cm C t CL M lb F'b V lv F'v i0-.0.750L-.0.750S4l - - 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - .. Length = 7.0 ft 1. 0.408 0.174- 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.35 548.33 1345.50 0.20 36.07 207.00 '+D40.60W-.4-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 . Length r7.0 It 1 0.293 0.125 .1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 548.33 1872.00 0.20 36.07 288.00 .'-D+0.70E+H - - . . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft. 1 0.293 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 548.33 1872.00 0.20 36.07 288.00 ., p .-.O+O.750Lr-'O.750L-sO.450W41 . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.529 0.227 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.62 990.95 1872.00 0.36 65.29 288.00 +D-+0.750L-.0.7505+0.450W44-I ' . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length= 7.0 ft 1 . 0.293 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 548.33 1872.00 0.20 36.07 288.00 -D0.750L40.750S40.5250EW . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - - Length = 7.0 ft I .. 0.293 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 548.33 1872.00 0.20 36.07 288.00 -0.60D-+0.60W-.0.60H ••- - - - 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 7.0 ft -, I 0.176 ' 0.075 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.21 329.00 1872.00 0.12 21.64 288.00 +0.60D.0.70E-+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 - 0.00 -, Length =7.oft .1 0.176 0.075 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.21 329.00 1872.00 0.12 21.64 288.00 roVeraii MaiDefIu&i - - 'Load Combination. Span Max."-" Deft Location in Span Load Combination Max. "+" + Deft Location in Span : - +04r41 • - - 1 0.1893 '3.423 0.0000 0.000 - rve,caIReact,ons Support notation Far left is#1 Values in KIPS Load Combination '. . Support 1 Support 2 . . -, Overall MAXimum - c - 0.494 0.317 OveratlMlNimum - , - 0.142 0.092 - +4j' - ,. ' 0.237 0.153 - -. +c441 - ' - - 0.237 0.153 r +O+Lr-el-I C ' • 0.494 0.317 -s1J+S-i4-1 - • ' ' . 0.237 0.153 '• ' +040.750Lr40750L-*I ' ' - ' 0.430 0.276 - • 4040.750L40.7505+t-I 0.237 0.153 4040.60W+H • , . - 0.237 0.153 - .O-.0.70E+H . • 0.237 0.153 -+D40750Lr40750L4450Wi1-I -' 0.430 0.276 +040.750L40.7505+0450W-i4-1 . 0.237 0.153 O40.750L40.750S+0.5250E4H - 0.237 0.153 - +0.60D-+0.60W-.0.60H . 0.142 0.092 • -.0.60D-4-0.70E-0.60H - - 0.142 0.092 D Only. - . ' 0.237 0.153 .LrOnly - • 0.257 0.163 -. LOnly .. - SolY - . •. ' -.- . 'WOnly E Only HOnly • .,• ' = - -, - -•- - . •Ie• 4 •• • ••' - I- - - - Moment Values M lb Pb. 0.00 0.14 224.19 1210.95 0.00 0.14 224.19 1345.50 0.00 0.30 482.72 1681.88 0.00 0.14 224.19 1547.33 0.00 0.26 418.09 1681.88 - 0.00 Shear Values V 1v ¼ F'v 0.00 .0.00 - •0.00 0.07 12.86 162.00 0.00 0.00 0.00 0.07 12.86 180.00 0.00 0.00 0.00 0.15 27.68 - 225.00 0.00 0.00 0.00 0.07 12.86 207.00 0.00 0.00 0.00 0.13 23.98 225.00 0.00 0.00 0.00 ! .1. Its, . I Chailman Engineering, Inc .. Project Title: 41747 11th Street W, Suite D Engineer: * Palmdale, CA 93551 Project Descr: ..' (661)524 -0911 u Bill@ceiengr.com Project 1D - Description: FRON I PORCH ROOF RAF I ER coDSAEFERENcEs: Calculations pr NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties - Anlvcic Method: Allowable Stress Desion - - T-in 900nd F Mo lus of RIitihi Load Combination IBC 2015 Fb Cornpr 900 psi Ebend;x 1600ksi - Fc - Prll 1350 psi Eminbend - xx 580ksi P 'Wood Species : Douglas Fir- Larch Fc - Perp 625 psi Wood Grade : No.2 ., Fv 180 psi . Ft 575 psi. Density 31.2pc1 Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase 4 D(O.02128) Lr(O.0266) *.. ••,. + No ., 41 : I - - * 7. . . • , :-- •- ,... • - . - Span = 7.0 ft -. APIiéd Lódsnun,•' ' Service loads entered. Load Factors will be applied for calóulations. Beam self weight calculated and added to loads - - Uniform Load: D =0.0160, Lr = 0020 ksf, Tributary Width = 1.330 ft, (ROOF LOADING) RKu OESIN SUMMARY Maximum Bending Stress Ratio •=. 0.2871 Maximum Shear Stress Ratio = - . -Section used for this snan -2xr,Section used fnr'thi an - • - fb:• - Actual . = - . - . 482.72p51 fv:Actual - , FB:Allowable ' . = L 1,681.88p5i . Fv:Allowable - Load Cómbiñation : . . Load Combination - . . Location of maximum on span = . . 3,500 It Location of maximum on span '-Span # where maximum occurs - = Span # -1 Span # where maximum occurs Deflection 'Maximum - Max Downward Transient Deflection - 0.043 in Ratio = 1933 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 ' -Max Downward Total Deflection . -, - 0.081 in Ratio = 1035>=180 - Max Upward Total Deflection -. 0.000 in Ratio = 0<180 - ' Load Combination Max Stress Ratios Segment Length . Span# M V Cd C FN C i Cr Cm C I CL +04H ' , . -. . . 1.300 1.00 1.15 1.00 1.00 1.00 Y Length=7.0ft - ' 1 - 0.185 0.079 0.90 1.300 1.00 1.15 1.00 1.00 1.00 1.300 1.00 1.15 1.00 1.00 1.00 Lenglh=7.oft 1 . 0.167 0.071 1.00 1.300 1.00 1.15 1.00 1.00 1.00 - . .• . 1.300 1.00 1.15 1.00 1.00 1.00 Lentt=7.0ft I . 0.287 0.123 1.25 1.300 1.00 1.15 1.00 1.00 1.00 - . 1.300 1.00 1.15 1.00 1.00 1.00 Length= 7.0 it - '1!'' 0.145 0.062 1.15 1.300 1.00 1.15 1.00 1.00 1.00 * +0--0,750Lr+0,750L4I . . - * - . - 1.300 . 1.00 1.15 1.00 1.00 1.00 ' Length= 7.0 ft .1 0.249, 0.107 1.25 1.300 1.00 1.15 1.00 1.00 1.00 -+-0i-0750L+0,750S41# . 1.300 1.00 1.15 1.00 1.00 1.00 0.123:1 •-. - 2x6' - 27.68 psi .225.00 psi +D+Lr+H 6.566 ft Span #1 J e !* • - . . . .rn4 . . Challman Engineering, Inc Project Title: - 41747 11th Street W, Suite D Engineer: Prolect ID: '. ' . Palmdale, CA 93551 Project Descr: V. (~611) 524-0911 Bfflceiengrcom Description: FRONT PORCH ROOF RAFTER -- - . $ Load Combination '. . Max Stress Ratios . Moment Values Shear Values . Segment Length:. I Span# M V C CFN C i Cr Cm C t CL M fb Pb V fv Fv Length-7.0111. I . 0.145 0.062 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.14 224.19 1547.33 0.07 12.86 207.00 '-O+0.60W41 . . .. * 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 It . . 0.104 0.045 1.60 1.300 1.00 1.15 1.00 . 1.00 1.00 0.14 224.19 2152.80 0.07 12.86 288.00 : r-40'-0.70E4H •- '- 1.300 1.00 1.15 1.00 1.00 1.00 0.00 .0.00 0.00 0.00 Length = 7.0 ft ' 1 - 0.104 0.045 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.14 224.19 2152.80 0.07 12.86 288.00 +0+0.750Lr#0.750L#0,450W.ffl 1.300 - 1.00 1.15 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length 7.0 ft 1 . 0:194 0.083 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.26 418.09 2152.80 0.13 23.98 288.00 -+0-40.750L0.750S40.450W-+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 :-.. -Length=7.oft . . -1 0.104 . 0.045 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.14 224.19 2152.80 0.07 12.86 288.00 +0+0.750L-+0.7505+0.5250E41 . 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 . ' 0.00 Length =7.0ft 1 0.104 0.045 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.14 224.19 2152.80 0.07 12.86 288.00 .+0,60D.+0,60W.+0,60H 1.300 1.00 1.15 1.00 1.00 . 1.00 0.00 0.00 0.00 . 0.00 Length = 7.0 ft ' 1 0.062 0.027 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.08 134.52 2152.80 0.04 7.71 288.00 '". '+0,60D+0.70E+0,60H . '- 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -,Length= 7.oft 1 0.062 0.027 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.08 134.52 2152.80 0.04 7.71. 288.00 OvrII MxumumDefIections 'ffl Load Combination . Span Max. Dell Location in Span Load Combination Max. + Dell Location in Span. 1, - 0.0811 3.526 . 0.0000 0.000 érticaI Reac'1ion, Support notation Far left is #1 Values in KIPS -. Load Combination . Support 1 Support 2 Overall MAXimum -. . , 0.174 0.174 Overall MINimum - 0.048 0.048 +-lJ+H : 0.081 0.081 • #04.-+fl . . '-' 0.081 . 0.081 - - +1J+Lr4l . '' .' . 0.174 0.174 ' ... -+1J+s4- 0.081 0.081 #0.0.750Lr+0.750L#H . 0.151 0.151 .'O+0 750L-.0 7505+1-I 0.081 0.081 #0+0,60W4 . . . 0.081 0.081 . +D+0.70E#H' - -. 0.081 0.081 +O4750Lr+0.750L#0.450W+W - . 0.151 0.151 +D.4.0.750L.+0.7505.+0.450W+H .. . - - 0.081 0.081 '+0#0.750L'+0.7505-+0.5250E+I-1 - 0.081 . 0.081 -. .. '+0.60D+0.60W#0.60H .-' . -. 0.048 . 0.048 '+0.60D+0.70E40.60H .• ' . 0.048 0.048 ,D Only . - 1, . •, . . 0.081 0.081 Lr Only :.. - •- c 0.093 0.093 ..,LOnty. S Only • .,' • . ,WOnty • ,E Only . . .... ., . - H Only 4 - - - .. ;. .. .: •' rn' ., ..,.- . .- ,t-,. . .- . ..- .,. - --4- 4 - . - - Mt a 4''-'' . . - • D(0.01995) + 1(0.0798) • -4. .• • --. •4.•__ - - , - , p - '. •..-, , ..--- = 5.0 II 2x10 Chailman Engineering, Inc Project Title: 41747 11th Street W, Suite D Engineer: . . Project ID: '•.. " Palmdale, CA 93551 Project Descr: i (661) 524-0911 Ahl I.' Billceiengr.com ............- LLJ 11 - Punted: 19 APR 2016, 3:09PM '--- . VVuOOd Beam ' .. EtIERCALCINC u1983-20i6 Build 616415 Vr 6164 1.41 I Rum Description : FJ-1 - Catculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 - - .Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design . Fb - Tension 900 psi E: Modulus of Elasticity 'Load Combination IBC 2015 Fb - Compr 900psi . Ebend-xx 1600ksi . .. Fc - Pill 1350 psi Eminbend - xx 580 ksi Wood Species Douglas Fir - Larch ' Fc - Perp 625 psi Wood Grade' : No.2 ..- - Fv 180 psi - .- . . Ft 575p51 Density 31.2pc1 - . Beam Bracing : Beam is Fully Braced against lateral-torsional' buckling Repetitive Member Stress Increase Service loads entered. Load Factors will be applied for calculations. 'Beam self weight calculated and added to loads Uniform Load: D=0.0150, L = 0.060 ksf, Tributary Width = 1.330 It, (DECK LOADING) ...AY - F Maximum Bending Stress Ratio = . 0.158 1 Maximum Shear Stress Ratio = 0.107 : 1 Section used for this span ' - 2x10 Section used for this span 2x10 fb : Actual •- - = 180.14psi fv : Actual = 19.26 psi -• ' FB : Allowable . 1138.50psi Fv : Allowable = 180.00 psi LoadCothbination - . - , ' +IJ+L,+f- Load Combination +D4-fH . . Location of maximum on span ' 2.50011 Location of maximum on span = 0.000 ft • Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Méximurn Deflection . ' Max Downward Transient Deflection 0.007 in Ratio = 8414>=360 Max Upward Transient Deflection - 0.000 in Ratio = 0<360 . . Max Downward Total Deflection, ' 0.009 in Ratio = 6534>=180 • -Max Upward Total Deflection- 0.000 in Ratio = 0<180 . .• - 0K.1 Maximum Forces & Stresses f& Lroad Coibinations ' Ldad Combination •. Max Stress Ratios Moment Values Shear Values - ',SegmentLength- Span # M- V Cd CFN Ci Cr Cm C CL M lb Pb V tv Fv - ++K'- ..• 1.100 1.00 1.15 1.00 1.00 1.00. - 0.00 0.00 0.00 0.00 '''Length=5.0ft. '-. 1 0.039 0.027 0.90 1.100. 1.00 1.15 1.00 1.00 1.00 0.07 40.24 1024.65 0.04 4.30 162.00 ..1J+L+H , -'. •. - , 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 - 0.00 1.Length =5.0ftft 1 0.158 0.107 1.00 1.100 1.00 -1.15 1.00 1.00 1.00 0.32 180.14 1138.50 0.18 19.26 180.00 -s4J+Lr+l-1 . - - 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 - 0.00 Length = 5.0 ft .1 . 0.028 0.019 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.07 40.24 1423.13 0.04 4.30 225.00 •• . . - ... - 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 - 0.00 Length = 5.0 ft - 1.. 0.031 . 0.021 . 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.07 40.24 1309.28 0.04 4.30 207.00 .'-+O+0750Lr+0.750L's4-1 - , . • • 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -Length =5.0ft -1 0.102 0.069 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.26 145.17 1423.13 0.14 15.52 • - 225.00 .- 40-+O.7501_0.750S+H - - 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 •••-_, -,1-u, -- . . . ... _- • -, •, - - -. -• 4 •- .- .- 4 - -4 4 _';• ,--.4 - l••_- •' --4 , '- ., _ , - . .- - •'. • . 5•, . *.. - . . S - .- ,..'- -. - . -• - Chailman Engineering, Inc Project Title: 41747 11th Street W, Suite D Engineer: Project ID: - ..'.Palmdale, CA 93551 Project Descr: ......-. .5. (661)524-0911 .. v I Bill@ceiengr.com -Lj. Printed: 19 APR 2016, 3:0911M 41 FHe E6 90 9 [ 4 r'1r. I L ENERCALC INC 1983-2016 164 15 Bufid 6 Ver 6164 15f' Description : FJ-1. • . '.'.Calculations per NDS 2012, IBC 2012, CBC 2013; ASCE 7-10 . Load Combination Set: IBC 2015 - Material Properties . Analysis Method:' Allowable Stress Design Fb - Tension 900 psi E: Modulus of Elasticity 'Load Combination IBC 2015 ' Fb - Compr 900 psi Ebend-xx' 1600ksi ' : ,. . Fc- PrIl 1350 psi Eminbend -xx 580ksi' - . . 'WOod Species .: Douglas Fir - Larch • . Fc - Perp 625 psi -. '. . Wood Grade : No.2 - . Fv 180 psi : . : . ' '. • Ft 575 psi Density 31.2pc1 -. - Bearn Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase - . Service loads entered. Load Factors will be applied for calculations. '- Beam self weight calculated and added to loads . - Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width = 1.330 ft, (DECK LOADING) rES,GN SUMMARY rli I1fH1 I r - Maximum Bending Stress Ratio = , 0.1581 Maximum Shear Stress Ratio = 0.107 : 1 -' ~Sectidn used for this span 2x10 Section used for this span 2x10 fb:Actual - .. 180.l4psi fv:Actual = 19.26 psi .'FB Allowable = ' 1,138.50psi Fv,:Allowable = 180.00 psi Load Cothbinaticin ' +D+L-s-I-1 Load Combination S -Location of maximum on span = 2.5001t Location of maximum on span = 0.000ft- Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 '; "Maximum Deflection Max Downward Transient Deflection . 0.007 in Ratio = 8414>=360 "Max Upward Transient Deflection . 0.000 in Ratio = 0<360 Max Downward.Total Deflection - 0.009 in Ratio = 6534>=180 Max Upward Total Deflection , .., 0.000 in Ratio = 0<180 . '. . . -• . S., - ,.. Load Combination - Max Stress Ratios , ' Moment Values Shear Values Segment Length - Span # M . V Cd C EN C i Cr Cm C t C L M , fb Pb V fv F'v -rD-i-H , :, ' ' ' 1.100 1.00 1.15 1.00 1.00 1.00 • 0.00 . 0.00 0.00 0.00 Length '5.0 ft1 I - •0.039-' 0.027 0.90 1.100 1.00 • 1.15 1.00 1.00 1.00 0.07 40.24 1024.65 0.04 4.30 , 162.00 -+1J-L-i44 . -. ... • - 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0ft ' . 0.158 0.107 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.32 180.14 1138.50 0.18 19.26 180.00 .: -. 1.100 1.00 1.15 1.00 1.00 1.00 000 0.00 0.00' 0.00 - ,,Length=5.0ft '- 1 0.028 0.019 1.25 1.100 - 1.00 1.15 1.00 1.00 1.00 0.07 40.24 1423.13 0.04 4.30 225.00 .1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft - - i-i ' 0.031 ", 0.021 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.07 40.24 1309.28 0.04 ' 4.30 207.00 +00.750Lr-'0750L4$' - 1.100 1.00 1.15 ' 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0ft -, .1 0.102 0.069 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.26 145.17 1423.13 0.14 15.52 225.00 - 4D+0.750L40.750S4Fl . ' - • ' 1.100 1.00 1.15 1.00 1.00 1.00. , 0.00 0.00 0.00 0.00 . a' . S • .' - . • S . . 4.' 5 .. -' , • •'. - - - S _:'_S'•4 - S S •,•S . - - -- ..,. - Structural Calculations 2787 James Drive I Carlsbad, CA - - c - "Single Family Residence" 14 March 2016 CE Project No 15-477 Prepared For Pacific Legacy Homes - 16870 West Bernardo Drive, Suite 400 - San Diego, CA 92127 - OFESSio No. 61 72 fA CEP: 15-477 CHALLMAN ENGINEERING, INC 14 March 2016 Sheet - i - 1561425800 PLANCK I - 3/14/1 - 77 04-04-2016 ChalimanEngi PC1 50070 41747 1 1th Street W, Suite - - Tel: (661) 524-0911 —En 14 March 2016 Sheet - u- CEP: 15-477 , CHALLMAN ENGINEERING, INC Table of Contents Item Page(s) Design Criteria 1-2 Literal Analysis ' 3-12 • Headers .& Beams - 13-43 Foundation & Footing Designs 44 -- •. ,,.':.., - .- - - * .., - . I - - - - -, -- * *. . 4 . ••..• .- ChaiLman Engineering, Inc. 41747 11th Street W, Suite D, Palmdale, CA 93551 : - - -- Tel: (661) 524-0911 -Email: CEI@ceiengr.com p.. 12J152015 Design Maps Summary Report a Egg, US GS, Design Maps Summary Report User—Specified Input Report Title 15-477 PLH By-I Wed December 16, 2015 01:06:13 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.1640N, 117.34107°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Il/Ill r / 1' All VIS 78 y _çta14, - I - , V • V - - • Carlbd\ -' •. .. j*5ãMarcós I r - it 41Jf ---r r V. • VV •V• mu ±_r VV•, USGS—Provided Output S5 = 1.139g SMS= 1.189g V SDS = 0.793g S = 0.437 g SMI = 0.683 g SDI = 0.455 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the 2009 NEHRP" building code reference document. V V V MCER Response Spectrum I 0.24 0.12 0.00 I V I 000 0.20 0.40 00 V 0.00 1.00 1.20 1.40 1.GO 1.00 2.00 V Periods T (sec) Design Response Spectrum 0.48 0.040 0.1 - V 0.02-- 0. 00 I I I I I 0.00 0.20 0.40 0.0 0.00 1.00 1.20 1.40 1.0 1.00. 2.00 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the 1/2 I . ' . I6C2012 (1613), ASCE 7-10 CHAPTER 11, 12,13 SEISMIC DESIGN CRITERIA Response Spectral Acc. (0.2 sec) Ss = 1.139 g Figure 22-1,22-3,22-5.22-6 Response Spectral Acc.( 1.0 sec) S = 0.437 g Figure 22-2,22-422-5,22-6 Soil Site Class ID V Table 20-3-1, Default = D Site Coefficient Fa = 1.045 Table 11.4-1 Site Coefficient F= 1.563 Table 11.4-2 Max Considered Earthquake Acc.' 5MS = FS, = 1.190g (11.4-1) . Max Considered Earthquake Acc. 5M1= F.S1 = 0.683g (11.4-2) - @ 5% Damped Design 5DS = 3(5MS) = 0.793g (11.4-3) 5D1 = 213(SM1) = 0.455g (11.4-4) Standard Table 16045 Building Risk Categones_11 Design Category Consideration Flexible Diaphragm v 4 with dist between seismic resisting system >40ft . Seismic Design Category for 0.lsec D Table 11.6-1 • ',, s Seismic Design Category for 1.0sec D Table 11.6-2 - Si <.75g - NA Section 11.6 Since Ta < 8Ts (see below) SDC = D Control (exception of Section 11.6 does not apply) ' IBC, Seismic Design Category D IRC Seismic Design Category = Dl T R301 2211 12.8 Equivalent lateral force procedure - A. BEARING WALL • SYSTEMS ' T-12.2- - -' Seismic Force Resisting Systems* I 15 9ht-framed (wood) walls sheathed with wood structural panels rated for shear resistance or steely' ci=O.O2• x0.75 T-12.8-2 Building ht H = 20 ft Limited Building Height (ft) = 65 C= 1.400 for SDlof 0.455g Table 12.8-1 : - Approx Fundamental period, T. = C1(h)x = 0.189 12.8-7 TL = 8.000 Sec Calculated T shall not exceed :5 Cu Ta = 0.265 Use T = 10189 V sec 0 8Ts = 0 8(SD1ISDS) = 0.459 Control (exception of Section 11.6 does not apply) .ls structure Regular &:55 stories ?IN0 LJ 12.8.1.3 Response Spectral Ac.(0.2sec) S 1.139g . * Fa l04 @5% Damped Design 5D5 = %(Fa.Ss) 0.793g - (11.4-3) Rponse Modification Coef. R = ' .6.5 Table-12.2-1 . - • -,. . Over Strength Factor Q0'= 2.5 foot note g '•' Importance factor I = I T 1.5-2 - , Seismic Base Shear V = C s W 11 e Cs 5os =0.199 (128-2) R/l SDI or need not to exceed C = _____________ (12.8-3) = 0.370 For T5 TL (R/1).T . - • SOlTL or C,= . (12 8-4) N/A For T>TL -. • - , T2(R/1) Cs shall not be less than = 0 0445is l2 01 - = 0.035 (12.8-5) .4 '. Min Cs 05511/R N/A ForS1 06g (128-6) , • '- , .' 4- ,• Use C5 0.122 . * .,'Design base shear V= 0.122W Control '. - ' - - ', . : -* ._ r • ... - • r • '. - - : -' ,4 ..4 , - - - "4 •• ..., , *, , -. -• • * ,.,. .•-,.,. .* 5 - .---- ..5 • •. • - 4--.. - - ' 4: 27 Directional Procedure, Part 1:Enclosed and Partially Enclosed Rigid Buildings. (All Heights) : 27.4. MWFRS • Velocity pressure q= .00256 K Kd V2 (27.3-1) Exposure C Roof Height h = 25 feet . Roof Pitch = 5.00 :12 Exposure coefficient K2= Section 27.3.1, shall be determined from Table 27.3-1 . ,. Topography factor K t= 1.00 26.8.2, Figure 26.8-1 Directionality factor Kd = 0.85 26.6, Table 26.6-1 Building & Structure Risk Category = II, standard IBC T-1604.5 - Wind Speed V = 115 mph Fig. 26.5-1 A, MRI = 700 yrs . - . - q= 28.78 K . psf : Internal Pressure Coefficient (GC) ± 0.18 Table 26.11-1, for Enclosed BuiIdinv Gust effect factor G = 0.85 26.9 Pressures for MWFRS p = qGC-q(GC 1) (27.4-1) Wall and Roof External pressure Coefficients C, from . Fig. 27.4-1 . Wind Normal to Ridge (l to 67) L/B = 1.40 . h/L = 25/67 = 0.37 e= 22.6 4 Windward wall'C = 0.80 Windward roof C = -0.30 Leeward wall C= -0.42 for 1.40 Leeward roof C= -0.60 Side wall C = -0.70 or Roof C = Wind Parallel to Ridge (-I-to 48) LIB = 0.72 Windward wall C = 0.80 h/L = 25/48 = 0.52 Leeward wall C= -0.50 for LIB = 0.72 Roof C= -0.90 -0.90 Side wall C = -0.70 for dist 0 13 -0.50 25 -6.86 ., -13.87 -20 201 -11.6 -6.9, - 22.62 30..15 •--- 5 @40ft , . 31.9 @40ft -+. - .• . , ' , - . . q± 4.90 28.95 @30ft GC 1 =± 0.18 30.7 @30ft - . q1(GC) = ± 27.2(0.18) - - , 27.38 20 ft = ± 4.90 29.2 © 20 ft - , • . All forces shown in psf - All forces shown in psf 4 26.34, otol5 281 0to15ft 67 = 48 : :- - • .. •" .•.'- . ,.. •' 4 '- ••• • - • 4, L_.., • T. • 34 . 4 . • • . . . - - 4 14 _- • a • • - S .•. -_4, - - .. .4 -4- 1 A - . * . . . p= qGC-q1(GC) (27.4-1) For ExpC where q = q for windward at height z Zg = 900 q = qfor leeward wall, side wall and roof @25 ft K = 2.01 (z/z9) qi = qh for enclosed building @25 ft K (mm) = 2.01(15/zf -- t - . :. ,•k 1 -V ..,. V.. V.-. • V. V' • .....- r- • V. - V * ..- - V. V Roof Ht, h = 25 ft Normal to Ridge to 67 Parallel to ridge to 48 Height K,, qh C, q,,GC C, qhGC Leeward wall all 0.945 27.20 -0.42083 -9.73 -0.50 -11.56 Side wall all 0.945 27.20 -0.70 -16.19 -0.70 -16.19 - Roof ww - -0.297 - -0.90 -20.81 fr 0 - 12.5 LW -0.600 -0.90 -20.81 fr>12.5 -0.50 -11.56 fr 25-50 -0.30 -6.94 fr 50 Normal to Ridge to 67 Parallel to ridge -L to 48 z, Ht. (ft) K qz C p =qGC WW+LW C, p =qGC WW+LW V Windward wall 0 t 15 0.849 24.43 0.80 16.61 26.34 0.80 16.61 28.17 20.0 0.902 25.95 0.80 17.65 27.38 0.80 17.65 29.21 30.0 0.982 28.27 0.80 19.22 - 28.95 0.80 19.22 30.78 40.0 1.044 30.03 0.80 20.42 30.15 0.80 20.42 31.98 V. • V.V V - V -- _#•' - - '•V. • V j , - -: ', V.V •• . . V.- V - - • -•. - -. 'V - - V • V :I f p Project: BUENA VISTA GOLONY P*2 RESIPENGE Project No: CHALLMAN ENGINEERING SINGLE FAMILY RESIPENC.E I54T1 INCORPORATED Client: Date: 41747 11TH ST W, SUITE D, PALMDALE, CA 93535 PAGIFI.G LEGACY HOMES - P(661) 524-0911 F(661) 206-4005 CHALL}WENGR@AS.NET Section By: Checked: SHEARWALL SCHEDULE Sheet 3 NG SHEARWALL SCHEDULE TYPE DESCRIPTION CAPACITY A.B. SPACING DIAPHRAGM CONN.- A /32 STRUCT—! w/lOd NAILS PLYWOOD %" 0 A.B. © 48" D.C. A35-©16" O.C. L © 6" 0. C. EDGE, 12" O.C. FIELD. - v-34oPLF 7" MIN. EMBED. OR HGA10 © 40" D.C. - 15/32 PLYWOOD STRUCT—I W/10d NAILS '8 A.B. © 30" O.C.A35 © 10" O.C... B © 4" O.C. EDGE, 12" D.C. FIELD. 3X V510PLF MIN EMBED OR • FRAMING © PANEL EDGES, 3X SILL HGA10 © 27" O.C. 'A % PLYWOOD STRUCT—I w/lOd NAILS - 8 A.B.© 24" O.C.A35 © 8" O.C. • © 3" O.C. EDGE, 12" O.C. FIELD. 3X V=665PLF MIN EMBED - OR ' FRAMING © PANEL EDGES, 3X SILL . HGA 10 © 20" O.C. PLYWOOD STRUCT—I w/10d NAILS " 0 A B © 18" 0 C A35 © 6" D.C. D © 2" O.C. EDGE, 12" D.C. FIELD. 3X V=870PLF 7" MIN EMBED.OR FRAMING © PANEL EDGES, 3X SILL . HGA 10 © 16" O.C. 2'—HFX-15X19 1YB" HS V= 1,94OLS PER MANUF. SPECS. PER MANUF. SPECS. A (BACK—TO—BACK) STD V=3,980LB5 PER MANUF. SPECS. PER MANUF SPECS., NOTE:' • .-. MANUFACTURED SHEARWALL TIES HOLD—DOWNS REQUIRE 2-2X OR GREATER MATERIAL FOR ATTACHMENT. 2X SILL PLATE CAN BE USED IN PLACE OF 3X SILL PLATE BY REDUCING THE A.B. SPACING BY 50% - FOR .TYPE B & C SHEARWALLS (UP TO V_-600PLF) ONLY (PER 2013 CALIFORNIA BUILDING CODE, SECTION 2305.3.11). AL DOUBLE SHEARWALLS ANCHOR BOLTS NEED TO BE REDUCED 50% IN SPACING PER SHEAR WALL TYPE. FOOTINGS MAY NEED TO BE, DEEPENED TO ACCOMMODATE THE LENGTH OF ANCHORAGE FOR HOLD DOWNS AND 3" MIN. CLEAR FROM THE BOTTOM OF THE FOOTING. HOLD—DOWNS SHALL BE RE—TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING.' PLATE WASHERS MUST BE A MINIMUM OF 0.229"X3"X3"., -I- HOLD—DOWN SCHEDULE MODEL CAPACITY (T) CAPACITY (Tx.75) ANCHORAGE HDU2 3075# 2300// SSTB20 HDU4 - . 4565# 3420// SST824 HDU8 . *591 *4485# SSTB28 MDQ8 *7630# *5720# SSTB34 ,HHDQ1I *8850# - 1"ø ATx12" EMBED HDU14 *14,445# . *0,35// 1"O ATx16" EMBED NOTE. ALL—THREAD (AT) BOLTS REQUIRE A NUT/WASHER/NUT NEAR BOTTOM OF BOLT (FULLY THREADED). WASHER SHALL BE A MINIMUM Y4"X13/4"X134" PLATE WASHER. ANCHOR BOLT MUST BE A MINIMUM OF 12" IN LENGTH AND ASTM A307, A36 STEEL OR BETTER. ..'HDQ8, HHDQ1 1, AND HHDQI4 REQUIRE 6X6 MINIMUM POST FOR CONNECTION. 1 "0 AT .. - REQUIRES 15" OF FOOTING EDGE DISTANCE ON ALL SIDES OF BOLT. *POST SIZE FOR HDQB IS MINIMUM 3" MATERIAL. HHDQ1 I-& HDU14 REQUIRE MINIMUM _512" POST HDU14 REQUIRES HEAVY HEX ANCHOR NUT. THE FOOTING FOR HHDQ1 1 & HDUI4 . SHALL BE 24" SQUARE CENTERED AT THE HOLD—DOWN.- _ModeI -7 rt- z Net Height Concrete Compressive ND Boll Dia (in) Applied x,aI -L.'.'. Seismic -t _-. iffind "Alknable Dri Urft at ok 1Diftat Ujftat. Numbar' Hgn)i' strength I' Grade- Load 4 In-planeShear t tat ' -' InplaneSheari V5 bs' r1• HFX-15x19 2241/4 2,500 1/8' HS ,000 825 0.834 20,950 970 1.098 28,940 3,000 19,130 1100 ' 1.246 30,360 4,000 17,625 25,410 HFX-18x19 2,500 1,105 0.953 20,885 1,450 1.246 33,190 3,000 19,625 28,600 4,000 1 2 25,640 440 HFX-21x19 1,560 0.961 . 1,800 . 30,460 3,000 23,130 27,910 4,000 21,755 25,770 HFX-24x19 2,500 1,515 0.734 18,620 2,220 1.072 30,700 3,000 18,020 28,680 4,000 17,380 26,825 HFX-15x20 -" • ' .. . .. .... .. HF-240 -'.-. 2,500 , -. , - ' 1/8 ., HS 1 ' ,.. . . '' .'. . . . - . - 20 . " . . . :' 4,000' 785 . 0.879 20,985 -.920 .. -- 1.156 28;940.-. - 3,000. -.19,160 -. -. ,,,1,045, '. - . 30,430 4000 .17,650 -25,445- HF180. 2,500 1,070 .. 1.020 . . 21,490 ' . - :1,220 '-'..-.- - ' 1.166 . 26315' - .. ;3,000 - 20,135 ;.. 23,990 - .;.-,000•' 18,875 HFX 210 -,i 00 2,500 . . 1 485 . . 1.068 .24,610 1 620 1 313 28,060 - .-4,000" 3000 23,160 26,020 - .........'.22,075. 24,210-' . . . 1,460 2500. -' . 0.770 18,965- .21.765 ....':, -.2,130 . 1.124 3,000.. . 18,340 29,085L, 17670 ...- 27,170' For SI:1 inch=25.4 mm, 1 foot '304.8 mm, 1 Ib=4.45N,1 psi 6.89kPa. Notes The values in This table are Allowable Stress Design (ASD) excluding a 1,33 stress increase and pertain to installation on 2500, 3000, and 4000 psi concrete or nut & washer with 5,000 psi minimum non-shrink grout. For installation on a nut & washer (only) table values must be multiplied by 0.80. STD indicates bolts complying with ASTM F1554 Grade 36. HS rods include, but are not limited to ASTM Fl 554 Grade 105, ASTM Al 93 Grade B7 or ASTM A354 Grade BD. The applied vertical axial loads are concurrent with the allowable shear load. For Panels the axial load must be applied within the middle 1/3 of the Panel width or be uniformly distributed across the entire Panel width. For Brace Frame the axial load is acting and along the centerline of the post. Allowable Shear, Drift © V and Uplift @ V values may be linearly interpolated for intermediate height or axial loads. 6) The Uplift values listed assume no resisting axial load. To determine anchor tension loads in Panels at design shear values and including the effect of axial loads. For Brace Frames the anchor tension load equals uplift minus P, where P is the axial load in the Post. jUNREINFORCED HFX-18x8 - fiT' 1-1I6-STD-14-2 ON6CL3RB REINFORCED HFX-18x8 1-1/8-STD RA - ON6CURB - - 11-BACK-TO BACK (2) HFX-18x8 1-1/8-HS-13B-RAV ON 8' CURB Concrete Table 1.IA - PTi HFX-24x9 I 1-1/8-STD-14-20 (&'FBX ON FOUNDATIO HFX-18x8 -' 2A 1-118-STD-RA xl ON 6" CURB HFX-18x8 1-1/8-STD-RAfj) ON 6" CURB - FOUNDATION PLAN For referenced details see catalog pages 50-53 GARAGE III III III 21 10 Mode 2-1 Hit-Height HDBoftD SesmIc ApphedAxial Drift 0J0 1;-Plane Shear at r, hManeShear aI 2,500 1 118'STD ______________ 1,000 3,830 0.123 15,985 6,500 4,345 0.140 18,570 3500 1 1/8'HS 1,000 6,990 0.227 35,310 7,605 0.246 40,940 3,500 7,505 0.243 39,925 6,500 7,360 0.238 38,515 HFX-24x78 78 3,000 1 1/8310 1,000 3,830 0.123 15,565 4,465 0.143 ' 18,540 3,500 6,500 11/8 HS 1,000 6,990 0.227 32,375 8,365 0.271 42,200 3,500 8,335 0.270 41,940 6,500 8,245 0.267 41,225 • 1 118' STD ____________ 1,000 - 3,830 0.123 15,095 6,500 4,620 0.148 18,540 3,500 1 1/8'HS _____ 1,000 6,990 0.227 29,900 6,500 .19,220 . 8,490 0.275 38.125 3,500 FI(-9x8 , .1''''• .933/4... 2,500 .... '11/8' STD ' '. 2,000: .770' • 0258.. .15,510 770 . 0.258 15,510. 3,00D: 935 0.314 935 0.314 19,220 4,000. '1,040 0.349 '18,235 '''1,145 0.384 '.21,435 1 1/8'STD ____________0 1,000 1,480 0.223 19,595 1,480 0.224 19,595 0 1,365 0.206 17,005 1,365 0.206 17,005 1,220 0.184 14,325 1,220 0.184 14,325 1 1/8'HS 0 0 1,480 0.225 19,595 1,480 0.224 19,595 1,365 0.207 17,005 1,365 0.207 17,005 06,500 1,220 0.185 14,325 1,220 0.185 14,325 14 , _____________0 0 1,690 0.255 21,575 1,690 0.256 21,575 1 118'SFtJ 01,665 0.252 21,075 1,665 0.252 21,075 1,530 0.231 18,375 1,530 0.231 18,375 1/8HS 1,000 1,780 0.271 23,750 1,780 0.271 23,750 3,500 1,665 0.253 21,075 1,665 0.253 21,075 6,500 1,530 0.232 18,375 1,530 0.232 18,375 __________ 1 1/8'STI3 _____________ 1,000 1,870 ____________ 0.282 _________ 21,615 ___________ 1,870 0.283 ________ 21,615 __________ 3,500 6,500 11/8, 113 1,000 2,145 0.326 2,390 0.363 32,065 3,500 2,275 0.346 29,275 6,500 2,140 0.325 26,380 2,140 0.325 . 26,380 • " ' 2,500 :, ' 11/8' 1,000.2,050" .0.311 21,620 2,050. 0.309 .21,620. 3,500 2,035 0.309 . 21,380 ' 2,035 0.307. 21,380 6,500 1,990 , 0.301 . 20,560 1,990 0.300 20,560 1 1/8'HS -. 1,000 2,415 0.366 31,340 , 2,415 . 0.366 31,340. 3,500. 2,260 0.343 26,150 . 2,260 0.343. . 26,150 6,500' '2,050 0.311 21,625. . 2,050 . 0.311 21,625. 4X15x8 921/4 .. " 3000 1 1/8' STD 1,000.. '2,190 0.332 21,620 2,190 0.331 . 21,620 : 3,500 6,500 1 1/8'HS , 2,660 0.404 30,075 . 2,910 04.41 38195 3,500: 2,760 0.419 '• 32,600 6,500 . 2,555 : 0.388 27,795 2,555.' . 0.388 27,795 1., __________ '" , ' " '. '._•. 4,000.,. .. r.. ?' 11/8m' • 1,000 '' . 2,370 . . - ,• 0.359 . •. •• 'f 21,620 . ' :. . . 2,370 .. •.. 0.357 • 1. 21,620: .. - '3,500 .'' 6,500 .' :. -" .1/8'HS '' . - 1' . 1,000 .. 2660, ' - . 0.404 . . . . 25,250 ' . . 3,380 ' . .•., 0.512 . 36,500 - ' 3,500 6,500 00 1 1/8' STD _____________ 1,000 2,695 . 0.224 20,985 6,500 2,750 0.228 21,615 3,500 11/8' HS 1,000 3,740 0.312 39,500 3,740 0.313 39,500 3,500 3,550 0.296 33,700 3,550 0.297 33,700 6,500 3,285 0.274 28,745 3,285 0.275 28,745 HFX-1 M 921/4 , 3000 _____________ 1 1/8'SlD 1,000 2,695 ___________ 0.224 _________ 19,710 ___________ 2,890 0.240 21,600 .3,500 2,880 0.239 21,475 6,500 2,870 0.238 21,370 11/8' 113 1,000 , 0.35 280 4,420 0.370 44,815 3,500 4,295 0.360 41,385 6,500 4,060 0.339 36,500 4,060 0.340 1 36,500 • • . 1 1/8'S1D _____________ 1,000 2,695 0.224 18,510 3,040 0.252 21,345 3,500 3,025 0.251 21,230 6,500 3,010 0.250 21,110 11/8' HS 1,000 4,250 0.355 32,890 4,420 ______________ 0.370 ________ 34,790 ___________ 3,500 6,500 /Z!e," Au L " CHALLMAN Project: BUENA VISTA P*2 RESII7ENGE Project No: + S'INCO"ORATED ENGiNEERING SIE FAMILYRESIENC.E I5-4T1 Client Date - 41747 11TH ST W, SUITE D, PALMDALE, CA 93535 PAGVIFIG LEGAG'i' HOMES P(661) 524-0911 6(661) 206-4005 V CHALLMANENGRAS.NET Section: V V By: Checked: Sheet L • 4 /1'-'5o -'r V V (\/j.. cr)kt ('J Wr _f 5 f + I7,37s -4- C),(()O 5• S - _ z' V V () V V - iI3S #lc',00 +Ifs2OY'lf\7,7c +1O1OO V Vt . 3, wov- V - 4- -rl -rPL 1-t- Vi1 •VVV -cz L c - -- - ---- - ------- - ------- - ---- 15CJ 671A (C- i V o o. ci-nicn V . V k zzp 47 45,c57 - 1.-VAJI ki -----F- C. VQ reI13L(T7b\L V V - •V, V F '-1 iE?. 55-i1 cs1,-Mc I 5c UO,70 47I &5Z56 8cz,90 0 44 \i,,h4 q1 EfzT I 4-7 i V7 )'h OoI165 Sb (T1 Project: BUENA VISTA P*2 RESII7ENC.E Project No:• ENGINEERING SINGLE FAMILY RESIPENC.E I5-471 INCORPORATED Client Date 41747 11TH ST W, SUITE D, PALMDALE, CA 93535 PACIFIC. LEGACY HOMES - P(661) 524-0911 F(661) 206-4005 CHALLMANENGR@AS.NET Section: By:~,C l Checked: Sheet 7 14z.ys'5 (Z.fo-) .1 DKM ' - •' -- -- - 7 E5 / W, - =- Ri It x4"- 4 -'2 71 4,z-4o 11 '--F- 4 o V3, Coo t'7Z it S, 7 0 F - si7 11 - - . --.---.--.-- .--.---.-.-----.-- ----- .-.---.- 740 7,0'1 Q4)C/t -- ------ ----------------------- -- . j'ii2. LJ41.L15 S 7)16A i-0 MOi- /,686 / , 1&1V>(,9 Zt7fl-' -k4 ---o7--/-- 7 7qi__ 40 -z_ - - - V -71 OT -IQL 7iL-' .:...- ---------------------------------------- - -., - . CL Project: SUA VISTA 2 RESIPENCE Project- No: ENGINEERING Date: SINGLE FAMILY RESIENGE C00 06-4005 TED Client: 15-477 41747 11ni ST W, SUITE D, -0911 2' CA 93535 PACIFIC LEGACY HOMES P(661) 524 Section: By: Checked: Sheet 5 -t lk -.' .... 'I. * .: .4 ., " 0 t -' • Project: BUENA VISTA P#2 RESIENGE E CHALLMAN NGINEERING - SINGLE FAMILY SIPENGE Project No: I CO O TED Client: I5-4 41747 11TH ST W, SUITE D. PALMDALE, CA 93535 PAGIFIG LEGACY HOMES P(661) 524-0911 F(661) 206-4005 Date: Section: By: Checked Sheet? Project No: Project: BUENA VISTA P*2 RESIPENGECHALLMAN .. ENGINEERING SINGLE FAMILY RESIPENGE I5_4 INCORPORATED Client: Date: 41747 11TH ST W, SUITE 0, PAL}ADALE, CA 93535 PACIFIC1 LEGACY HOMES P(861)524-0911 F(881) 208-4005 CHALLMMlENGR@AS.NET Section: By: Checked: Sheet / (/ 4,WL 9i5iiu77J p 'LI1 7Q IZ 5-)( 1b' oo -ti' \J1 1k H - --- ----------- -- — 7.1 4 2o0 P111,0 L 44 - I4O . ; ------rn.---.- .-•-- - \J '3,4zo 5L I 5.3c3c:f 7S/$b7 " 'ø - - -- 4 IY- -7,071 -- I& - 1477' 4oP Hous- 4 . ._ _ - * kD td Z±!'I_ t r8i'° k54 ryi M01- • OQ8 T75 IZoM*.I L 4 -F ( CHALLMAN Project: BUENA VISTA GOLON'( P#2 RESIPENGE Project No: ENGINEERING SINGLE FAMILYRESII7ENGE I5-4T1. INCORPORATED Client: Date: 41747 11TH ST W. SUITE D, PAL}ADALE, CA 93535 PAGIFIC. LEGAGY HOMES P(881) 524-0911 F(681) 206-4005 CHALLMANENCR@AS.NET Section: By: Hrl Checked: Sheet /1 3 ',4-lLooAI pflA-7& i2oil6i-1 - $'/6i C- hhb0 A' - .o(ta. L') 14,o>.4,iS AIP r14 AC /'b L If // '- ZZ' 5Z 7 pi MOT 576 JX -F- t'YZ- I7jL-- - 'trZ HLCJ5' _i_____ -V4p(pQ "% 1O7)------------------------------------ - I Iq90 mc> 4qô- 73'tP v7147c)t06f Fl QtLLQ \?jL- -x - I1o,cl&4- t5xl,,74tI -7 L4 I-1i 4 L f' .- -, 4 - CHALLIVIAN - Project: BUENA VISTA COLONY P*2 RESIDENCE Project No: SINGLE FAMILY RE5II7ENCE I5-4T1 ENGINEERING INCORPORATED Client: Date: PACIFIC LEGACY HOMES 41747 11TH ST W, SUITE D. PALMDALE, CA 93535 P(681) 524-0911 r(681) 208-4005 CHALLMANENGR@AS.NET Section: By: Checked: Sheet / Z... I -. Deflection criteria: LL (L/480) and TL (1/240). - -- Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 1 13/16" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis Is based on composite action with a single layer of 1 1/8" Panel (48" Span Rating) that is glued and nailed down. Additional considerations for the Ti-pro"" Rating include: None Lngth a lng 'WSupoth(s)' - __ i1l t 1 - Stud wall - SPF 3.50" 2.25" 1.75" 143 477 620 11/4" Rim Board 2 - Stud wail - SPF - 3.50" 2.25" 1.75" 143 477 620 11/4" Rim Board Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. PASSED - Ea"F 0 R T E MEMBER REPORT Level, Floor: Joist 1 piece(s) 117/8" TM® 560 © 12" OC - Overall Length: 23'10" + 0 - - ..h,I,:! lyr_.-z.,;?--..,..f:7,.. ft 233" EI All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. na I I IDeadi -..- r —a..- - L L L f)J . O) FloorLiver.. iiii -Uniform (PSF) 0 to 23' 10" 12" 12.0 40.0 Residential - Living ________ ---- '.- ---------------=---- --. Weyerhaejserallotcs1. Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by icc ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_.CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator ( • - - fKii J I u i on rn ILd nbi ).. Member Reaction (Ibs) . 614 @ 2 1/2" 1396 (2.25") Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 605 @ 3 1/2" 2050 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 3564 @1 11' 11' 9500 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defi. (In) 0.407 @ 11' 11" 0.585 Passed (L/691) -- 1.0 D + 1.0 L (All Spans) Total Load Defi. (In) 0.529 @ 11' 11" 1.171 Passed (L/531) -- 1.0 D + 1.0 L (All Spans) TI-Pro" Rating 46 40 Passed -- -- System: Floor Member Type : Joist Building Use : Residential Building code: IBC Design Methodology: ASD - - -- ------"r - SUSTAINABLE FORESTRY iNITLTIVE Forte Software Operator . Job Notes Bill Challman Chaliman Engineering Inc (661)524-0911 Bis@ceiengr.com • .• - 3/12/2016 10:24:25 AM Forte v5.0, Design Engine: V6.4.0.40 15-477 PLH BVC-l.4te Page 1 of 1 Challman Engineering, Inc 41747 11th Street W, Suite 0 S 'SS Palmdale, CA 93551 Project Title: Engineer: Project ID: 4 Project Descr: -. . .. 9 (661)524911 I LJ.ILJ Bill@ceiengr.com . Pnd: 8 MAR 2016, 3:25PM 7 20 al Description : BM-1 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,0000 psi E: Modulus of Elasticity Load Combination IBC 2012 Fb - Compr 1,000.0 psi Ebend-xx 1,700.0ks1 Fc - PrII 1,5000psi Erninbend - xx 620.0ksi - Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.12824 Lr(0.1832) : TT Span = 8.0 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads - Uniform Load: D=0.0140, Lr = 0.020 ksf, Tributary Width= 9.160 ft, (ROOF LOADING) Maximum Bending Stress Ratio = 0.611:1 Maximum Shear Stress Ratio = 0.284: 1 Section used for this span . 4x8 Section used for this span 4x8 fb : Actual = . 992.32 psi fv : Actual = 64.00 psi F13: Allowable = 1,625.00 psi Fv Allowable = . 225.00 psi 'Load Combination +D+Lr+H Load Combination +D-i-Lr+H Location of maximum on span = 4.000ft Location of maximum on span = 7.416 ft Span # where maximum occurs =. Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection S Max Downward Transient Deflection 0.090 in Ratio= 1068 >=360 Max Upward Transient Deflection - 0.000 in Ratio= 0<360 - Max Downward Total Deflection 0.155 in Ratio = 617>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Load Combination. . Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr C m C t C L M fb Fb V fv Fv +0+H - - 0.00 0.00 0.00 0.00 Length =8.0ft' '- I . 0.358 0.167 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.07 418.73 1170.00 0.46 27.01 162.00 - +D-f1+11 -.-.: 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 8.Oft I . 0.322 0.150 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.07 418.73 1300.00 0.46 27.01 180.00 . . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.oft I . 0.611 0.284 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.54 992.32 1625.00 1.08 64.00 225.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length =8.0ft - 1 0.280 0.130 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.07 418.73 1495.00 0.46 27.01 207.00 +040.750Lr40.750L4H . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 8.0 ft - - I 10.522 0.243 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.17 848.92 1625.00 0.93 54.75 225.00 +D+0.750L+0,750S+I-1 - , 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - - Chaliman Engineering, Inc 41747 11th Street W, Suite D Palmdale, CA 93551 (661)524911 Bill@ceiengr.com Project Title: Engineer: Project Descr: Project ID: , Printed: OMAR 2016, 3:25PM Description :• BM-1 Load Combination - Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C CFN C 1 Cr Cm C t CL M fb Pb V fv Fv. Length = 8.0 ft 1 0.280 0.130 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.07 418.73 1495.00 0.46 27.01 207.00 +D*0.60W+H * 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0ft .1 0.201 0.094 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.07 418.73 2080.00 0.46 27.01 288.00 D+0.70E'*I : 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.oft 'I 0.201 0.094 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.07 418.73 2080.00 0.46 27.01 288.00 -+D+0.750Lr40.750L40.450WH 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.oft I 0.408 0.190 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.17 848.92 2080.00 0.93 54.75 288.00 *, +D+0.750L40.750S40.450W'41-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 , 0.00 'Length =8.0ft 1 0.201 0.094 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.07 41873 2080.00 0.46 27.01 288.00 +D+0.750L40.750S40.5250E+H . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.oft. 1- 0.201 0.094 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.07 418.73 2080.00 0.46 27.01 - 288.00 40.60D"0.60W+0.60H ' . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 .0.00 0.00 Length =8.0ft 1 0.121 0.056 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.64 251.24 2080.00 0.27 16.20 288.00 40.60D40.70E+0.60H . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.Oft 1 0.121 0.056 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.64 251.24 2080.00 0.27 16.20 288.00 - .- _t$•__., 'rn ja fl. Maximum DefIectuonsi • Load Combination -. Span Max."-" Defi Location in Span Load Combination Max. + Deft Location in Span +0,I,r41 1 0.1555 4.029 0.0000 0.000 ----Support notation Far left is #1- - - - - Values in KIPS Load Combination . Support 1 Support 2 - Overall MAXimum . 1.268 1.268 - -. Overall MiNimum , 0.321 0.321 -+0+1-I - 0.535 0.535 - . -+04-+-H •- •- 0.535 0.535 -'-04.r+1-I . . 1.268 1.268 -i43+5+I-I - - - -. 0.535 0.535 - _- +D+0.750Lr+0.750L+H . ,. • 1.085 1.085 -+D-+0.750L+0.750S1-I ,, . •- 0.535 0.535 -. +D-s-0.60W+I-1 . • 0.535 0.535 --D-+0.70E-*I . 0.535 0.535 - +D-+0.750Lr-+0.750L+0.450W+H A 1.085 1.085 - +D+0.750L+0.7505-0.450WH 0.535 0.535 +D-+0.750L+0.7505-+0.5250E*l 0.535 0.535 +0.60D+0.60W+0.60H 0.321 0.321 .+0.600+0.70E-+0.60H - • . - 0.321 0.321 D Only -. -- . 0.535 0.535 . LrOnIy'r ' ..• . 0.733 0.733 -L Only , SOnly. . WOnly • -, -- - - EOnly , -:H only •.-.: . . -• ,• • - - - •r. _ . - t ,•-•.- i• •. - • - - - - ''4 -•. - •- . •,• A, r- - • . - - - .• * •- ---v • - •. - Chailman Engineering, Inc Project Title: 41747 11th Street W Suite Engineer: Palmdale, CA 93551 Project Descr: (661)524-0911 'JJ.LiJLJ Bill@ceiengr.com 1 -- WoodBeam - Project lD: . .01L9 Punted: 9MAR 2016. 9:09AM ' Description: BM-2 ii Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties -. Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E: Modulus of Elasticity :: Load Combination IBC 2012 . Fb - Compr 1,000.0 psi Ebend-xx 1,700.0ksi - Fc - Prll 1,500.0 psi Eminbend - xx 620.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 ' Fv 180.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling . . - 0(0.12624) Lr(0.1832) - ---4 4x6 - - Span 6.06 -E S4 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0 = 0.0140, Lr = 0.020 ksf, Tributary Width = 9.160 ft, (ROOF LOADING) -.r.tTciiiaa,a A'.te2 .1!TW.1 - Maximum Bending Stress Ratio = 0.343 1 Maximum Shear Stress Ratio = 0.201 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 558.18psi fv : Actual = 45.13 psi FB : Allowable = 1,625.00psi Fv : Allowable = 225.00 psi Load Combination * +D+Lr+H Load Combination +D+Lr+H . Location of maximum on span = . 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = . Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.028 in Ratio = 2531 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.049 in Ratio = 1463 >=180 - Max Upward Total Deflection 0.000 in Ratio = 0<180 - IF Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C CFN C I Cr Cm C t CL M lb F'b V fv F'v 4041 • 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.0ft I * 0.201 0.118 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.60 235.54 1170.00 0.32 19.04 162.00 - • 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.0ft 1 0.181 0.106 .1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.60 235.54 1300.00 0.32 .19.04 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.0ft 1 0.343 0.201 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.43 558.18 1625.00 0.76 45.13 225.00 .-+D+S-*1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.0ft I 0.158 0.092 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.60 235.54 1495.00 0.32 19.04 207.00 -f040.750Lr40.750L+H . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.294 0.172 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.22 477.52 1625.00 0.65 38.61 225.00 I-040.7501_40.750S-'-H . . . . 1.300 1.00 1.00 1.00 1.00 1.00 • 0.00 0.00 0.00 0.00 ,..,- .o - Challman Engineering, Inc 41747 11 th Street W, Suite D Project Title: Project ID Palmdale, CA 93551 Project Descr: (661) 524-0911 .......... _J'' B(cengr.com Panted: 9 MAR 2016, 9:09AM . II!VILTAIM . Description: BM-2 . Load Combinaio Max Stress Ratios Moment Values Shear Values . Segment Length Span# M V C CFN C1 Cr Cm C t CL M tb Pb V Iv Fv Length =6.oft 1 0.158 0.092 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.60 235.54 1495.00 0.32 19.04 207.00 +D+O.60W41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.0ft 1 0.113 0.066 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 235.54 2080.00 0.32 19.04 288.00 +D+0.70E+H .. 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 V Length =6.0ft . I 0.113 0.066 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 235.54 2080.00 0.32 .19.04 288.00 - - +D-#0.750Lr+0.750L+0.450W+H V 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.Oft V .0.230 0.134 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.22 477.52 2080.00 0.65 38.61 288.00 V . iD40750L40750S'0450WH 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft '1 0.113 0.066 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 235.54 2080.00 0.32 19.04 288.00 V #040.750L40.750S+0.5250E+l-1 . . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 . Length =6.Oft _;1 0.113 0.066 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 235.54 2080.00 0.32 19.04 288.00 r 0.60040.60Wf0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1 Length =6.oft I 0.068 - 0.040 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 141.32 2080.00 0.19 11.43 288.00 40.60D40.70E+0.60H . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.0 ft 1 0.068 0.040 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 141.32 2080.00 0.19 11.43 288.00 ,-• OeraIIMi 1Dliöi Load Combination Span Max. Dell Location in Span Load Combination - Max. +" Defi Location in Span V - • 1 0.0492 3.022 0.0000 0.000 - Rhi Support notation : Far left is #1 Values in KIPS . - Load Combination - . V Support 1 Support 2 Overall MAXimum - • • V 0.951 0.951 . Overall MINimum •.. • V 0.241 0.241 . V 40+H .. • . .. 0.401 0.401 - 40-'i-+i-1 ,• . . - 0.401 0.401 V 0.951 0.951 'D+S*l • S. - 0.401 - 0.401 V 4040.750Lr40.750L*l V V 0.813 0.813 : *-O4750L40.750541 V 0.401 0.401 V 440.60W+H V V . 0.401 0.401 V +D-O.70E+H V 0.401 0.401 V :IVo4O750Lr407501-4450W+1-1 . 0.813 0.813 VV V . • *040.750L40.750540.450W*l 0.401 0.401 : +O#O.750L40.750540.5250E+H •, - 0.401 0.401 : 40.60D40.60W0.60H •• . 0.241 0.241 +0.60D+0.70E+0.60H • 0.241 . 0.241 D Only • • . .• . V 0.401 0.401 . LrOnly t - . . •. . 0.550 0.550 LOnly V., • .. 'SOnly , .. . . WOnly VEOnly HOnly - 4 - . . V V -V - 54Th ,... V V . V. • V.V V V V V V V 4 •, . V I. .. .. V . _V • V• V I V V 'V 4•' S V . ,• - - • V •• V - . • V 'V •S V . • V . V .•' V V• V 41747 11th Street W, Suite D Engineer: Pro ID: - Palmdale, CA 93551 Project Descr: - Chailman Engineering, Inc Project Title: I .. (661)524-0911 I 1. Bill@ceiengr.com - Printed: BMAR 2016, 3:28PM Description: BM-3 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Lod Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination IBC 2012 Fb - Compr 1,000.0 psi Ebend- xx 1,700.0ks1 Fc - PrIl 1,500.0 psi Eminbend - xx 620.0ksi ,Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi ..r - Ft 675.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.042) Lr(0.06) $ - -. --- - TIT L 4x8 Span = 12.50 ft ;Applied Loads' Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: D = 0.0140, Lr = 0.020 ksf, Tributary Width = 3.0 ft, (ROOF LOADING) Maximum Bending Stress Ratio = 0.5061 Maximum Shear Stress Ratio = 0.160 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 821.71 psi fv : Actual = 35.95 psi .FB Allowable = 1,625.00p5i Fv : Allowable = 225.00 psi Load Combination - +D+Lr4l Load Combination +D+Lr+H Location of maximum on span = 6.250f1 Location of maximum on span = 11.907 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection . 0.175 in Ratio = 854 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.314 in Ratio = 477>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 -----... ---,''.. j MaximumiForces & Stressesfor Load'Combunations - Load Combination - Max Stress Ratios Moment Values Shear Values Segment Length Span# - M V -Cd CFN C i Cr Cm C t CL M fb Fb V Iv Fv - 0.00 0.00 0.00 0.00 0.93 363.07 1170.00 0.27 15.88 162.00 0.00 0.00 0.00 0.00 0.93 363.07 1300.00 0.27 15.88 180.00 0.00 0.00 0.00 0.00 2.10 821.71 1625.00 0.61 35.95 225.00 0.00 0.00 0.00 0.00 0.93 363.07 1495.00 0.27 15.88 207.00 0.00 0.00 0.00 0.00 1.81 707.05 1625.00 0.52 30.93 225.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.310 0.098 0.90 1.300 1.00 1.00 1.00 1.00 1.00 - 40+L4I - 1.300 1.00 1.00 1.00 1.00 1.00 Length = 12.50 ft I 0.279 0.088 1.00 1.300 1.00 1.00 1.00 1.00 1.00 ' -i-0-i-Lr+H • • 1.300 1.00 1.00 1.00 1.00 1.00 Length = 12.50 ft 1 0.506 0.160 1.25 1.300 1.00 1.00 1.00 1.00 1.00 - - . 1.300 1.00 1.00 1.00 1.00 1.00 * Length = 12.50 ft I 0.243, 0.077 1.15 1.300 1.00 1.00 1.00 1.00 1.00 4040.750Lr-fO.750L4H . . 1.300 1.00 1.00 1.00 1.00 1.00 Length = 12.50 ft 1 0.435 0.137 1.25 1.300 1.00 1.00 1.00 1.00 1.00 fD40.750L.750S4H . . -. 1.300 1.00 1.00 1.00 1.00 1.00 Chaliman Engineering, Inc 41747 11th Street W, Suite ' Palmdale, CA 93551 / (661) 524-0911 BilIceiengr.com Project Title: Engineer: Project Descr: Project ID: Punted: WAR 2016, 3:28PM Description : BM-3 Load Combination - Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C 1 Cr Cm C t 0L M fb Pb V fv Fe Length = 12.50 ft 1 0.243 0.077 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.93 363.07 1495.00 0.27 15.88 207.00 D0.60W#I . '. 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.50 ft '1 0.175 0.055 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.93 363.07 2080.00 0.27 15.88 288.00 +D+0.70E4F1 - .. 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length = 12.50 ft I - 0.175 0.055 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.93 363.07 2080.00 0.27 15.88 288.00 4D.5Q7501-r'407501-4450W41-1 . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.340 0.107 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.81 707.05 2080.00 0.52 30.93 288.00 +D40.750L*0.750540.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length = 12.50 ft 1 0.175 0.055 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.93 363.07 2080.00 0.27 15.88 288.00 +D+0,750L40,750S40.5250E"4-I . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.175 0.055 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.93 363.07 2080.00 0.27 15.88 288.00 +0.60D40.60W+0.60R . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length = 12.50 ft . 1. . 0.105 0.033 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.56 217.84 2080.00 0.16 9.53 288.00 i'0.601)470E+0.601-1 . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - - Length = 12.50 ft 1 0.105 0.033 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.56 217.84 2080.00 0.16 9.53 288.00 -, - . ......yn .ROM-00 Load Combination - - Span Max. Defi Location in Span Load Combination Max. + Deft Location in Span 1 0.3143 6.296 0.0000 0.000 IwRrukagffteact Support notation Far left is #1 Values in KIPS Load Combination - Support 1 Support 2 . Overall MAXimum . - 0.672 0.672 OverallMlNimum , 0.178 0.178 - fD+H '. 0.297 0.297 - * ' 40+L+H . . - 0.297 0.297 . 4041r+l-1 0.672 0.672 - - +D+S4I ' . . 0.297 0.297 +040.750Lr40.750L+H .. • . , 0.578 0.578 . . +040.750L*0.750S+H . . . , 0.297 0.297 +040,60W+H . 0.297 0.297 - +040.70E#I ' . ' 0.297 0.297 4040.750Lr40.750L40.450W#1 0.578 0.578 - 4O+0.750L+0.750S40.450W+H 0.297 0.297 +040.750L40.750S40.5250E#1 . 0.297 0.297 -#0.60D40.60W+0.60H - 0.178 0.178 40.60D40.70E40.60H - - .. 0.178 0.178 D Only , . .' . 0.297 0.297 LrOnly -. ', - 0.375 0.375 LOfty . . SOnly' WOnly EOnly HOnly % . . . .. . u.n I. • * C - Chaliman Engineering, Inc 41747 11th Street W Suite Palmdale, CA 93551 H.., (661)524911 1. 'UUri Bill@ceiengr.com JUuLUJjiIJib- Project Title: Engineer: Project ID: Project Descr: Printed: 9MAR 2016, 9:11Nl Fi16--"kAIGE10PR0JE1\2O15\15-4771\DOCS\CALCUL1\15477z1 EC6111 Description: BM4 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 'Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination IBC 2012 . Fb - Compr 1,000.0 psi Ebend-xx 1,700.0kêi - Fc - Prll 1,500.0 psi Eminbendxx 620.0ksi - 'e Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi .- Wood Grade '' No. . Fv 180.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing :.Beam is Fully Braced against lateral-torsional buckling Yd Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads ' .. Uniform Load: D = 0.0140, Lr= 0.020 ksf, Tributary Width = 10.0 ft, (ROOF LOADING) Load Combination . Max Stress Ratios . Moment Values Shear Values Segment Length Span # M V C C FN C i Cr °m C t C L M fb Fb V fv F'v - -fD+H . . • 1.300 1.00 1.00 . 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - - . 'Length=7.0ft 1 0.298 • 0.155 0.90 - 1.300 1.00 1.00 1.00 1.00 1.00 0.89 348.78 1170.00 0.42 25.05 162.00 #D1-#I . . - 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft' 1, . 0.268 0.139 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.89 348.78 1300.00 0.42 25.05 180.00 ' 'iO4sH . - •• 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00' /Length=7.0ft I 0.510 0.264 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.12 828.21 1625.00 1.01 59.48 225.00 '.40+5+1-I 1- , 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.0ft I 0.233' 0.121 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.89 348.78 1495.00 0.42 25.05 207.00 +040.750Lr+0,750L+H . . - • 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -'Length = 7.0 ft .. '0.436 • 0.226 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.81 708.35 1625.00 0.86 50.87 225.00 +D40.750L40.750541-l. . - 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -- * - - .• ,- -• Chaliman Engineering, Inc 41747 11th Street W, Suite D Palmdale, CA 93551 .. 1. (661) 524M911 Billiceiengr.com Project Title: Engineer: Project Descr: Project ID: : Printed: 9 MAR 2016, 9:11AM L4;Pr'1.2. _. . It IL.see: CHALLMANIi cjII1I[ Description: BM4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length . Span# M V Cd c FN C 1 Cr Cm C t CL M fb F'b V fv F'v Length =7.oft 1 0.233 0.121 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.89 348.78 1495.00 0.42 25.05 207.00 +O40.60W4H - S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00. - Length = 7.0 ft ' I 0.168 0.087 1.60 ' 1.300 1.00 1.00 1.00 1.00 1.00 0.89 348.78 2080.00 0.42 25.05 288.00 +D40.70E+l-1 . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 . Length =7.oft 1 0.168 0.087 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 348.78 2080.00 0.42 25.05 288.00 -' +D+0.750Lr+0.750L40.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length = 7.0 ft 1 0.341 0.177 1.60 1.300 1.00 1.00 1.00 .1.00 1.00 1.81 708.35 2080.00 0.86 50.87 288.00 +O-e0.750L40.750540.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft . I . . 0.168 0.087 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 348.78 2080.00 0.42 25.05 288.00 40+0.750L40.7505+0.5250E#I . . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length =7.oft' . I . 0.168 0.087 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 348.78 2080.00 0.42 25.05 288.00 0.60D-eO.60W40.60H . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -Length = 7.0 ft 1 0.101 0.052 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.53 209.27 2080.00 0.25 15.03 . 288.00 .0.60D40.70E0.60H - . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.0ft 1 0.101 0.052 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.53 209.27 2080.00 0.25 15.03 288.00 • Load Combination . ' Span Max. Defi Location in Span Load Combination Max. °+ Defi Location in Span .1 0.0994 3.526 . 0.0000 0.000 .• Support notation: Far left is #1 Values in FOPS Load Combination .- Support 1 Support 2 . Overall MAXimum 1.209 1.209 Overall MiNimum 0.306 0.306 +D4H • . -, 0.509 0.509 - . +D+L+H - . 5 - . . . 0.509 0.509 .. - - - . - . 1.209 1.209 -+O+S41 -. .. - 0.509 0.509 . .4D40.750Lr40.750L#I 1.034 1.034 - - S. 0.509 0.509 +D+0,60W+H . 0.509 0.509 ". ++,7oE+H . 0.509 0.509 - +D+0.750Lr40.750L40,450W+H : 1.034 1.034 -. +D-.0.750L40.750540.450W#H . 0.509 0.509 . 4040.750L-40.7505-+0.5250E'I-1 . • 0.509 0.509 - - 60D.0.60W-+0.60H - . • 0.306 0.306 . 40.60D40.70E40.60H S. . 0.306 0.306 - DOnly.- . i •. . .• . 0.509 0.509 .. Lr Only 0.700 0.700 - - .L Only . .•. - * AS Only . . . ,WOnIy ,EOnIy. - .•. , HOnly --: - ; . 1 • . . J - _'__•. . , ,. S - . .. . ,• - . • .• , - .5- ,1 • S " .*. ...5 - -- S 5_. .5 •.. _• • - . ..- S. * . Span = 5.0 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads . °Unifomi Load: D =0.0140, Lr = 0,020 ksf, Tributary Width = 9.0 ft, (ROOF LOADING) 1, Maximum Bending Stress Ratio = Section used for this span - fb:Actual '. 1713: Allowable . = .'' Load Combination ' " - \• Location of maximum on span? = Span # where maximum occurs • = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection •. - 0.234 1 Maximum Shear Stress Ratio = 0.155: 1 4x8 Section used for this span 4x8 380.97 psi fv : Actual = 34.95 psi 1,625.00 psi Fv : Allowable = 225.00 psi. +D+Lr+H Load Combination +D+Lr4l 2.500ft Location of maximum on span = 0,000ft Span #1 Span # where maximum occurs = Span # 1 . * 0.013 in Ratio = 4452 >=360 0.000 in Ratio = 0<360 0.023 in Ratio = 2573>=180 0.000 in Ratio = 0<180 . Chaliman Engineering, Inc Project Title: 41747 11th Street W, Suite D Engineer: Project ID: •..• .I.:•_ Palmdale, CA 93551 Project Descr: . (661) 524911 Billceiengr.com UL!iIJ.j.JIjL1JLJ" Piloted: OMAR 2016, 9:224M Ic Ell !'a.T,yM.Y.4.T.tWI.T. ii'r Description: BM-5 '. Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 ' Load Combination Set: IBC 2012 - Material Properties Analysis Method: Allowable Stress Design . Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination IBC 2012 , Fb - Compr 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0ksl Wood Species Douglas Fir - Larch Fc - Perp 625.0 psi Grade ": No.1 .-Wood Fv 180.0 psi -: - • . Ft 675.0 psi Density 31.20pcf Beam Bracing • : Beam is Fully Braced against lateral-torsional buckling ., ' Load Combination Max Stress Ratios Moment Values Shear Values Segment Length , Span # M V C C EN C i Cr Cm C t C L M lb Pb V lv Fv. - . ' . . . , 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 ' 0.00 * . , Length 5.Oft . ' 1 .0.137 • 0.091 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.41 160.83 1170.00 0.25 14.75 162.00 +Ot•*I - . ' .'' '• 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -Length= 5.0 ft ,' 1 ' 0.124 0.082 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.41 160.83 1300.00 0.25 14.75 180.00 '-'4O4.r*l •. . . . . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' •, Length = 5.0 ft " . I - : 0.234 0.155 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.97 380.97 1625.00 0.59 34.95 225.00 .+D+S4l •. 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 .'.Leñgth=5.0ft • I . .0.108 0.071 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.41 160.83 1495.00 0.25 14.75 207.00 4+O'0.750Lr+0.750L+H ' • .• . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.oft • 1 . 0.201 0.133 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.83 325.94 1625.00 0.51 29.90 , 225.00 .*o40.750L40.750S#1 -• , • • 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ••:,.' _•' •4 F ' •••' * • . ' . S . ••_ , , , • ,.,4.••••• 4-. 5, . * 4 •O .,'.' • • T. ' .:••• Chaliman Eineering, Inc Project Title: 41747 11th Street W, Suite D Engineer: Project ID: Palmdale, CA 93551 Project Descr: (2-) . ' •. .... .. (661)524911 Bill@celengr.com IIjJJjl] - Printed: 9MAR 2016, 9:22AM .. ;•. -54 -~W6477:WEC61 I•L.;iT•1.1WILI.) Description : BM-5 '• Load Combination . Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t C L M fb Pb V fv Fv Length=5.0ft 1 0.108 0.071 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.41 160.83 1495.00 0.25 14.75 207.00 +040.60W4H I . 1.300 - 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 5.0 ft 0.077 0.051 1.60 1.300 1.00 1.00 -1.00 1.00 1.00 0.41 160.83 2080.00 0.25 14.75 288.00 40-+0.70E#1 . .. . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lergth = 5.0 ft 1... 0.077 0.051 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.41 160.83 2080.00 0.25 14.75 288.00 - -4040.750Lr40.750L40.450W-+1-I 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 'Length=5.0ft - I 0.157 0.104 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.83 325.94 2080.00 0.51 29.90 288.00 +D-+0.750L-+0.750S-'-0.450W4H . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 - 0.00 Length =5.0ft 1, 0.077 0.051 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.41 160.83 2080.00 0.25 14.75 288.00 4040.750L40.750S-+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0ft 1 0.077 0.051 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.41 160.83 2080.00 0.25 14.75 - 288.00 -. 40.60D40.60W+O.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 'Length =5.0ft - 1- 0.046 0.031 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.25 96.50 2080.00 0.15 8.85 288.00 - +060D+0.70E-0.60H . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 - 0.00 Length =5.0ft 1 0.046 0.031 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.25 96.50 2080.00 0.15 8.85 288.00 -. Load Combination - Span - Max. Defi Location in Span Load Combination Max. Defi Location in Span - +D4.r+H - 1 0.0233 2.518 0.0000 0.000 Support notation : Far left is #1 Values in KIPS o . Load Combination - . Support 1 Support 2 - Overall MAXimum . . - 0.779 0.779 Overall MlNimuni 0.197 0.197 - 40*1 : - - . 0.329 0.329 +D-+L+H - 0.329 0.329 ... 404LNH - - . 0.779 0.779 40+541 0.329 0.329 4040.750Lr4750L41 0.666 0.666 - •+040.750L40.750S41 •. . -, - 0.329 0.329 -. +040.60W41 -. - - 0.329 0.329 +O-0.70E#I . - - - 0.329 0.329 . +D4750Lr40.750L+0.450W41 - * . 0.666 0.666 40-+0.750L40.750S+0.450W-*1 0.329 0.329 - --s-0-+0.750L40.750S40.5250E#I 0.329 0.329 -+0.60040.60W-+0.60H - - . . 0.197 0.197 - -f0.60D40.70E40.60H . - . 0.197 0.197 D Only -, . - -• . . . 0.329 0.329 Lr Only - - 0.450 0.450 - - LOnly SOnly-'. WOnly . .- . - • EOnly HOnly J - -', ••__._•_.1 '•_ - . .• n . - . .... . - I- p••_ - - .-•-, •,• . '-. •.- .. C Challman Engineering, Inc Project Title: .,. 41747 11th Street W, Suite D Engineer: - . ••....Palmdale, CA 93551 Project Descr: . ......y (661) 524911 1L_iuLIuJj_ijJ I. Billceengrcom --•---', WoodtBeamtl . ' - Description: BM-6 ' Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 ' Load Combination Set: IBC 2012 . -. Material Properties - Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasticity *Load Combination IBC 2012 * . , Fb - Compr 2,900.0 psi Ebend-xx 2,200.0ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi - Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E . Fv 290.0 psi . . - Ft 2,025.0 psi . Density 45.050pcf : Beam Bracing Beam is Fully Braced against lateral-torsional buckling ,. • 0(0.09) L(0.36) - D(0.138) L(0.368) - L(4.178) I' 0(0.628 L.449) 0(0.144) 0(0.1288 Lr(0.184) XX tk '' '-•.. - , . . 3.5x22 Span 16.0ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Unifortn Load: D=0.0140, Lr = 0.020 ksf, Tributary Width= 9.20 ft, (ROOFING LOADING) "- Uniform Load: D=0.1440, Tributary Width= 1.0 ft, (WALL LOADING) . * . Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 9.20 ft, (2ND FLOOR LOADING) . Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width = 6.0 ft, (DECK LOADING) Point Load :' L = 4.178 k 0 2.50 ft, (HOLD-DOWN FROM ABOVE (LINE D)) * . Point Load: D = 0.6280, L = 0.4490 k 11.670 ft, (FROM BM-14) Project ID: , Printed: 8 MAR 2016. 4:06PM Maximum Bending Stress Ratio -= Section used for this span fb:Actual ' = FB : Allowable ' = Load Combinatiori ' Location of maximum on span • = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection, 0.6991 Maximum Shear Stress Ratio 3.5x22 Section used for this span 2,027.34 psi fv : Actual 2,900.00p5i Fv : Allowable +D+L+H Load Combination 7.708ft Location of maximum on span Span # 1 Span # where maximum occurs 0.207 in Ratio= 929 >=360 0.000 in Ratio = 0<360 0.330 in Ratio= 581 >=180 0.000 in Ratio= 0<180 0.777: 1 3.5x22 - 225.42 psi 290.00 psi +D+L+H 0.000 ft Span #1 .1 - Load Combination Max Stress Ratios . Moment Values Shear Values '. 'Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb F'b V f/i F'v , t +041 • . . 0.00 0.00 0.00 0.00 Length = 16.0 ft ' 1 0.296 0.277 0.90 1.000 1.00 1.00 1.00 1.00 1.00 18.18 772.85 2610.00 3.71 72.21 261.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -, •. - Length = 16.0 ft 1. 0.699 0.777 1.00 1.000 1.00 1.00 1.00 1.00 1.00 47.70 2,027.34 2900.00 11.57 225.42 290.00 - • #D+Lr#I ' ' . • 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft I ': . 0.282 0.260 1.25 1.000 1.00 1.00 1.00 1.00 1.00 24.06 1,022.81 3625.00 4.85 94.40 362.50 .•.- • Chaliman Engineering, Inc 41747 11th Street W, Suite Palmdale, CA 93551 h..... I (661) 524-0911 BiIIceiengr.com Project Title: Engineer: Project Descr: Project ID: Description: BM-6 . Load Combination . Max Stress Ratios Moment Values Shear Values Segment Length Span# M .V C CFN C Cr Cm C t CL M fb Pb V Iv F'v i13+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.232 0.217 1.15 1.000 1.00 1.00 1.00 1.00 1.00 18.18 772.85 3335.00 3.71 72.21. 333.50 +D40.750Lr40.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00. 0.00 - Length = 16.0 ft V. 0.524 . 0.558 1.25 1.000 1.00 1.00 1.00 1.00 1.00 44.71 1,900.37 3625.00 10.39 202.36 362.50 .fO4O75OL4O75OS41 . - 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 , ' Length = 16.0 ft 1 0.514 0.557 1.15 1.000 1.00 1.00 1.00 1.00 1.00 40.30 1,712.79 3335.00 9.53 185.72 333.50 +D+0.60W41 - . .1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.167 0.156 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.18 772.85 4640.00 3.71 72.21 464.00 4'040.70E+H . .1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft. 1 0.167 0.156 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.18 772.85 4640.00 3.71 72.21 .464.00 4040.750Lr40.750L40.450W41 . . . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 ' 0.00 0.00 . 0.00 . Length = 16.0 ft 1 0.410 0.436 1.60 1.000 1.00 1.00 1.00 1.00 1.00 44.71 1,900.37 4640.00 10.39 202.36 464.00 I . 40+0.750L40.750S40.450W#1 . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.369 0.400 1.60 1.000 1.00 1.00 1.00 1.00 1.00 40.30 1,712.79 4640.00 9.53 185.72 464.00 +040.750L40.750540.5250E+H 11 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft I 0.369 0.400 1.60 1.000 1.00 1.00 1.00 1.00 1.00 40.30 1,712.79 4640.00 9.53 185.72 464.00 '- 40.60D+0.60W+0.60H I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 . 0.00 Length = 16.0 ft I 0.100 0.093 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.91 463.71 4640.00 2.22 43.33 464.00 40.60D40.70E-+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 ,0.00 Length = 16.0 ft - I - 0.100 0.093 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.91 463.71 4640.00 2.22 43.33 464.00 Load Combination, Span Max. Defi - Location in Span Load Combination Max. °+" Defi Location in Span +D+1-+H . .. -.. 1 0.3303 , 7.942 0.0000 0.000 3.9 Support notation : Far left is #1 Values in KIPSrti~ATIRFac.ti - Load Combination Support 1 Support 2 . '. Overall MAXimum . -13.840 11.461 . 'Overall MINimum .. . - . 1.472 1.472 +[)+H . . - 4.369 4.657 - - .4-04-1-41 . 13.840 11.461 I 40+Lr41 5.841 6.129 +0+S#I - . . 4.369 4.657 ? 40-+0.750Lr+0.750L+H -. 12.576 • 10.864 . +D+0.750L+0.7505+H. . - -. - 11.472 9.760 4040.60W41-1 ,• ,• 'r . - 4.369 4.657 . +D40.70E41 4.369 4.657 . I.. +O40.750Lr+0.750L40.450W41. ' - 12.576 10.864 +040.750L40.750S40.450W#1 ' - 11.472 9.760 +D40.750L40.750540.5250E-s-1-1 : . •, - . 11.472 9.760 - 40.60D40.60W-+0.60H - . 2.621 2.794 , -+0.60040.70E40.60H . I , - - 2.621 2.794 . . ' D Only , . 4.369 4.657 :Lr Only' . - . - 1.472 1.472 . : L Only .. , .- . 9.471 6.804 S Only , WOnly EOnly H Only - .. . . - t .: . • - -,. .1 . t. - S •-, .. - . S :. •..' ,-.,. ,' l Maximum Bending Stress Ratio = Section used for this span - . fb:Actual FB : Allowable . LOad Combination Location of maximum on span Span #where maximum occurs = 'Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection, Max Upward Total Deflection' 4.. 4. . . 0.525 1 Maximum Shear Stress Ratio = 0.392 : I V 3.5x16.0 Section used for this span 3.5x16.0 1,523.78psi fv:Actual = 113.61 psi 2,900.00 psi Fv : Allowable = 290.00 psi +D+L+H Load Combination +D+L+H 8,584ff Location of maximum on span = 14.715 ft ' Span # 1 Span # where maximum occurs = Span # I 0.222 in Ratio = 864 >=360 0.000 in Ratio = 0<360 0.336 in Ratio = 571 >=180 . 0.000 in Ratio= 0<180 - Chailman Engineering, Inc 41747 11th Street W, Suite D •V V VVV Palmdale, CA 93551 (661) 524911 II Bill@ceiengr.com Lic. #: KW-06001489 - V Project Title: V Engineer: Project ID: ,. •. 2-to Project Descr: . . Printed: 8 MAR 2016, 4:11 PM 1piI1cmliPpiIP1l7n1A\1c477.11r)nr.S\r.'AI ('.1 ll.1\1S±1771 F(AT0 Description : BM-7 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasticity - ,Load Combination IBC 2012 . • Fb - Compr 2,900.0 psi Ebend-xx 2,200.0ksi . Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species iLevel Truss Joist Fc - Perp 750.0 psi V Wood Grade V : Pàrallam PSL 2.2E Fv 290.0 psi - V V Ft 2,025.0 psi Density 45.050pcf Beam Bracing. : Beam is Fully Braced against lateral-torsional buckling V 0(0.048) D(O.628) L(0V449) I! . - V • 0(0.09) L(0.36) V ITJTT - V • •. V 3V5X16V0 V V.., • •'V•'•• • - 'V... 4 •' . V Span =16.Oft . -J Service loads entered. Load Factors will be applied for calculations. ; Beam self weight calthlated and added to loads V Uniform Load: D = 0.0150, L = 0,060 ksf, Tributary Width = 6.0 It, (DECK LOADING) a Uniform Load: D = 0.0480, Tributary Width = 1.0 It, (PARAPET) V ,• Point Load: D = 0.6280, L = 0.4490 k Q 11.580 It, (FROM BM-14) V '•V .. .. - Load Combination - V Max Stress Ratios Moment Values Shear Values V Segment Length 'tV Span M • V Cd C EN C . Cr Cm C CL M lb Fb V fi . F'v V V V 0.00 0.00 0.00 - 0.00 - Length = 16.0 ft 1 0.199 0.154 090 1.000 1.00 100 1.00 1.00 1.00 6.46 519.21 2610.00 1.50 4015 261.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 V Length = 16.0 ft S 1 ,. 0.525 0.392 1.00 1.000 1.00 1.00 100 1.00. 100 18.96 1,523.78 2900.00 4.24 113.61 290.00 V+D+LrV+H , •,V 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft • 'b '~11 0.143 ' 0.111 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.46 519.21 3625.00 1.50 40.15 362.50 -.0+541 • V• 1.000 1.00 1.00 1.00 1.00 1.00 0.00 000 0.00 0.00 - Length = 16.0 ft I • - 0.156 V - 0.120 1.15 1.000 1.00 1.00 1.00 100 1.00 6.46 519.21 3335.00 1.50 40.15 333.50 ' +D-.0.750Lr40.750L41 V ' - ' • • 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 4 - V •••• ''j.' • • V • V V i. - . .-.••- ... 1 Challman Engineering, Inc 41747 11th Street W, Suite Project Title: Engineer: Project ID: Palmdale, CA 93551 Project Descr: (661)524911 ..... •.• I,. BilIceiengr.com -. . J.Jii]IJiUiiii1Ii1i1 . Printed: 8 MAR 2016, 4:11PM TEQ er~1'1 11983016, -. . Description: BM-7 . . . Load Combination - Max Stress Ratios Moment Values Shear Values Segment Length Span# M V •Cd CFN C 1 Cr Cm C I CL M lb F'b V lv F'v Length = 16.0 ft .1 0.351 0.263 1.25 1.000 1.00 1.00 1.00 1.00 1.00 15.83 1,272.22 3625.00 3.56 95.24 362.50 4040.750L40.7505+H . . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 .0.00 Length = 16.0 It . '1 0.381 0.286 1.15 1.000 1.00 1.00 1.00 1.00 1.00 15.83 1,272.22 3335.00 3.56 95.24 . 333.50 +D+0.60W+H . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00: Length = 16.0 ft I 0.112 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.46 519.21 4640.00 1.50 40.15 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 16.0 ft 1 0.112 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.46 519.21 4640.00 1.50 40.15 464.00 . -'040.750Lr+O.750L40.450W41 1.000 . 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ,. length = 16.0 ft . 1 0.274 0.205 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.83 1,272.22 4640.00 3.56 95.24 464.00 j,4D40.750L40.750S+0.450WH 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.274 0.205 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.83 1,272.22 4640.00 3.56 95.24 464.00 4040.750L+0.750S40.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 ...0.00 Length= 16.0 ft 1. 0.274 • 0.205 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.83 1,272.22 4640.00 3.56 95.24 . 464.00 +0.60D40.60W40.60H -, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.067 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.88 311.53 4640.00 0.90 24.09 464.00 .+60D70E+0.60H -, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.067 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.88 . 311.53 4640.00 0.90 24.09 464.00 Load Combination . . Span Max. - Defi Location in Span Load Combination Max. + Defi Location in Span - •fD+L4I - 1 0.3362 8.117 0.0000 0.000 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 , Overall MAXimum. . . 4.422 4.904 Overall MiNimum 0.851 1.019 - +0*1. . 1.418 1.699 - +0L+H - . . • 4.422 4.904 '-O+Lr+H . • . 1.418 , 1.699 +lJ+S+H • • .. .. ..• 1.418 1.699 +D+0.750Lr4750L:*l . - . 3.671 4.102 +D0750L0.750S41 . . 3.671 4.102 • +040.60W-fH . , 1.418 1.699 . +040.70E+H • . . 1.418 1.699 +040.750Lr40.750L-f0.450W4H . 3.671 4.102 . .•' -ID*0.750L-+0.750540.450W4H • 3.671 4.102 ; ,+040.750L40.7505-f0.5250E-*I - - - 3.671 4.102 • - 460D4060W4060H 0.851 1.019 ' 0.60D+0.70E+0.60R . . . . . 0.851 1.019 • . . 4 '- D Only • . . . .1.418 1.699 • . - LrOnly ,••-' ... , - - L Only., • - - . . .• 3.004 3.205 . .-S Only WOnly E Only HOnIy. . _-.< . -. r. •:- . ,'- . a - -' 4 - - .1, -- • -. - , , •, . - *• 4 - -- 4 •.p. . . • - • . : • . +. -. . 1• •- •e . . •-- - a - . ..- - a . - 41747 11 th Street W, Suite D c Challman Engineering, Inc Palmdale, CA 93551 Ucengrom - Project Title: Engineer: Proiect ID: Project Descr: Printed: 8MAR 2016. 4:13PM Description: BM-8 ENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination JBC 2012 Fb - Compr 2,400.0 psi Ebend-xx 1,800.0ksi Fc - Prll 2,500.0 psi Eminbend - xx 914.88ksi • Wobd Species : iLevel Truss Joist .: Fc - Perp 425.0 psi Wood Grade : Parallam PSL 1.8E Fv 190.0 psi Ft 1,755.0 psi Density 45.050p6f Beam Bracing : Beam is Fully Braced against lateral-torsional buckling - - 0(0.22749) L(0.60664) - .__J-=__ --- -1----------. 3.5x9.5 Span = 9.0 ft Service loads entered. Load Factors will be applied for calculations. .,A~ppiiiWIL ad Beam self weight calculated and added to loads -. Uniform Load: 0 = 0.0150, L = 0.040 ksf, Tributary Width = 15.166 ft, (2ND FLOOR LOADING) Maximum Bending Stress Ratio = Section used for this span fb:Actual = - -' FB Allowable - = Load Combination --Location of maximum on span • = - Span # where maximum occurs -. = Maximum Deflection - Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.812 1 Maximum Shear Stress Ratio = 0.744: 1 3.5x9.5 Section used for this span 3.5x9.5 1,949.07psi fv:Actual = 141.41 psi 2,400.00 psi Fv : Allowable = 190.00 psi +D+L+H Load Combination +D+L+H 4.500ft Location of maximum on span = 8.212 ft Span # 1 Span # where maximum occurs = Span # 1 0.200 in Ratio = 539 >=360 0.000 in Ratio = 0<360 0.279 in Ratio = 387>=180 0.000 in Ratio = 0<180 I'- •- . 55 rCiiIiiiTtion I Load Combination Max Stress Ratios Moment Values Shear Values SegmentLength Span# M V C CFN C i Cr Cm C t CL M fb F'b V fi F'V 401+1 . 0.00 0.00 0.00 0.00 '- Length = 9.0 ft 1 0.254 ,. 0.233 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.41 549.03 2160.00 0.88 39.83 171.00 40+L4H .. * . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft . '1 0.812 0.744 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.55 1,949.07 2400.00 3.13 141.41 190.00 -• i1J+1.j41 . . . - . • 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft • I - 0.183 0.168 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.41 549.03 3000.00 0.88 39.83 237.50 +D+S+H • - - - 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.0ft, 1 0.199 0.182 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.41 549.03 2760.00 0.88 39.83 218.50 40-+0.750Lr*0.750LH - 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft I • 0.533 0.488 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.02 1,599.06 3000.00 2.57 116.02 237.50 '+0-0.750L-f0.750S#1 .. - - . . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - . Chailman Engineering, Inc 41747 11th Street W, Suite Project Title: Engineer: Project ID: j. Palmdale, CA 93551 Project Descr: . (661)524-0911 tflj Bill@ceiengr.com Punted: 8 MAR 2016, 4:13PM T;:r.TT .0_!a1 'e• #: KW-06001489 Licensee: CHALLIVIAN ENGINEERING - ~--Uc. Description BM-8 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C1 Cr Cm C t CL M fb Pb V N F'v Length =9.0ft 1 0.579 0.531 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.02 1,599.06 2760.00 2.57 116.02 218.50 -i-D+0.60W+H - . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 . 0.00 * Length =9.oft 1 0.143 0.131 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.41 549.03 3840.00 0.88 39.83 304.00 -+D-.0.70E+H . - 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 . 0.00 length=9.0ft 1 0.143 0.131 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.41 549.03 3840.00 0.88 39.83 304.00 -u--e0.750Lr40.750L+0.450W4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 It I . 0.416 0.382 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.02 1,599.06 3840.00 2.57 116.02. 304.00 +040.750L40.750S40.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.0ft I 0.416 0.382 1.60 '1.000 1.00 1.00 1.00 1.00 1.00 7.02 1,599.06 3840.00 2.57 116.02 304.00 +D+0,750L-+0.750S-u-0.5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.oft 1- 0.416 0.382 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.02 1,599.06 3840.00 2.57 116.02 .304.00 60D'0.60W40.60H ... 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00' 0.00 0.00 Length=9.0ft . 1 0.086 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 329.42 3840.00 0.53 23.90 304.00 -eO.60D-eo,70E+O.60H - 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 . 0.00 -, Length = 9.0 ft 1 0.086 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 329.42 3840.00 0.53 23.90 304.00 - * Load Combination Span , Max. Defi Location in Span Load Combination Max. "-u-a Defi Location in Span * - 1-*l - 1 , 0.2786 4.533 0.0000 0.000- Support notation: Far left is #1 Values in KIPS - .; Load Combination Support 1 Support Overall MAXimum . 3.800 3.800 Overall MINimum 0.642 0.642 - ' . +D+l-1 . . 1.071 1.071 - - •.. 40+L+H .. . ' 3.800 3.800 +D-u-Lr-u4-1 - * - . . . 1.071 1.071 fD+541 - ' . - . ., 1.071 1.071 1-u-D-,0,750Lr-e0.750L41 ' . ' ' 3.118 3.118 +D-i0.750L-+0.7505'4-1 ' .• . 3.118 3.118 -fD-f0.60W-fH . - , - 1.071 1.071 +D-+0.70E41 - . . . 1.071 1.071 .. -u-040.750Lr4750L90.450W-eW - - 3.118 ' 3.118 +D-+0.750L-u-0.750S+0.450W+H 3.118 3.118 -fD-+0.750L40.750540.5250E+H. 3.118 3.118 ..'**060D+060W+060H 0.642 0.642 .+0,60D-i-0,70E-i-0.60H 0.642 0.642 DOnly -' . 1.071 1.071 -.LrOnly •.-; L Only ' -. . . . -. 2.730 2.730 SOnly -• - WOnly EOnly HOnly * * '5* 4' =. - '.: ,. . *-. - ' Chaliman Engineering, Inc 41747 11th Street W, Suite Palmdale, CA 93551 .. . y (661)524-0911 'JJ.L...J Bill@ceiengr.com Project Title: Engineer: Project ID: Project Descr: Punted: 6 MAR 2016, 3:40PM KW-06001489 Licensee: CHALLIVIAN ENGINEERING Description : BM-9 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination IBC 2012 Fb - Compr 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - PrII 1,500.0 psi Eminbend - xx 620.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No-1 Fv 180.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling - . 0(0.042) Lr(0.06) + 4x8 Span = 13.0 ft TTT Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0 = 0.0140, Lr = 0.020 ksf, Tributary Width = 3.0 ft, (ROOF LOADING) Maximum Bending Stress Ratio . = 0.5471 Maximum Shear Stress Ratio = 0.167,: 1 Section used for this span ' 4x8 Section used for this span 4x8 fb : Actual = 888.76 psi fv : Actual , = 37.69 psi - FB : Allowable = 1,625.00 psi Fv Allowable = 225.00 psi Load Combination , . . ++r4 Load Combination +D+Lr+H Location of maximum on span = . 6.50011 Location of maximum on span = 12.431 ft - Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.205 in Ratio= 760 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection . 0.368 in Ratio= . 424>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 MaxImum Stressesjfor3Lróid1CombInatuonsi Load Combination ' , Max Stress Ratios Moment Values Shear Values Segment Lengt Span # M V C C EN c i Cr . Cm C t C L M lb Pb V F'v +D+H t" ., = , 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.336- 0.103 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.00 392.70 1170.00 0.28 16.65 162.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.302 0.093 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.00 392.70 1300.00 0.28 16.65 180.00 +D+Lr+H ' . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 ' 0.00 0.00 0.00 Length = 13.0 It I 0.547 0.167 .1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.27 888.76 1625.00 0.64 37.69 225.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.263 0.080 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.00 392.70 1495.00 0.28 16.65 207.00 4040.750Lr40.750L#I ' . - 1.300 1.00 1.00 1.00 1.00 1.00 • 0.00 ' 0.00 0.00 0.00 Length = 13.0 It I ' 0.471 0.144 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.95 764.75 1625.00 0.55 32.43 225.00 +D40.750L.s0.7505+H , , , 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 , 0.00 0':. •. • • Chailman Engineering, Inc 41747 11thStreet W, Suite D Project Title: Project ID: PectDescr:Palmdale, CA 93551 Bill@ceiengr.com - Hi H L Pnted: BMAR 2016, 3:4013M 0C -E EIRCAL Licensee: CHALLIVIAN ENGINEERING Lic. #-: KW-06001489 Description:, 13M-9 Load Combination '. - Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M fb Pb V fv F'v Length = 13.0 It I 0.263 0.080 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.00 392.70 1495.00 0.28 16.65 207.00 : +D+0.60W-*l ' 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00. Length = 13.0 ft ' -- 1' 0.189 0.058 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.00 392.70 2080.00 0.28 16.65 288.00 +D+0.70E+H - S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length = 13.0 ft I . '. 0.189 0.058 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.00 392.70 2080.00 0.28 16.65 288.00 '. 40+0.750Lr40.750L-'0.450W-'I-I 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.368 0.113 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.95 764.75 2080.00 0.55 32.43 - 288.00 -I0-fO.750L40.750540.450W-'I-t 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 13.0 it .1 0.189 0.058 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.00 392.70 2080.00 0.28 16.65 288.00 )-.0.750L-+0.750S+O.5250E#I - 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 it I 0.189 0.058 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.00 392.70 2080.00 0.28 16.65 288.00 . +0.60D0.60W+0.60H . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 13.0 ft I 0.113 ., 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 235.62 2080.00 0.17 9.99 288.00 +0.600-+O.70E+0.60H . . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 It 1 0.113 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 235.62 2080.00 0.17 9.99 288.00 S Load Combination Span Max. Defi Location in Span Load Combination Max. W Defi Location in Span - -+04.r#I - 1 0.3677 6.547 0.0000 0.000 - Suppo rt notation Far left is#1 Values in KIPS .. . -- - Load Combination Support 1 Support 2 . Overall MAXimum •. 0.699 0.699 - Overall MiNimum - 0.185 0.185 5 - .4041 - . 0.309 0.309 . . - .404411: .. 0.309 0.309 - • 404.r+l-I .'' - . . 0.699 0.699 - S • .-' - -+0+S41 - - : - - . 0.309 0.309 40#0.750Lr40.750L4H 0.601 0.601 . . - • - 4040.750L-f0.750S#1 .. . 0.309 0.309 • . . -'-0O.60W-*I . • - S - 0.309 0.309 #040.70E41 . - 0.309 0.309 4040.750Lr40.750L40.450W41 • . * 0.601 0.601 +04O.750L40.750S40.450W4H .• . • 0.309 0.309 . .S S. +040.750L40.750S40.5250E#H - •' 0.309 0.309 0.60D0.60W0.60H S S 0.185 0.185 460D+0.70E0.60H / 0.185 S 0.185 - D Only /' '. . 0.309 0.309 . . . . , 1LrOnly 0.390 0.390 -r - . LOnly, .. •' . - .. - .5 ; SOnly 'W Only •. • . - . . - 1 E Only • •' . "H Only 45 • ES • • . • , :. -' - - S -S - - - S • • .5 .,-. ..S _••••• - •- - S • - S -, • •S S.:. -. - S - • .•''.-' - - ', S - • - .l - . S - .,. ,,4 I •..' . - - • • - -, E .. ,••••S • •.•- .• • 4'_ .-.S S*• • I- - . ,'- A,. S• - . 5-- 1, r , • . -. ;'' . - • : • -- -• 0(0.144) - • 0)0.0975)+ 440.26) 0(0.042)440.06) r 4 r .- I ' Challman Engineering, Inc 41747 11th Street W, Suite D Palmdale, CA 93551 (661) 524-0911 vc'engr.com Project Title: Engineer: Project Descr: Project ID: - , Description: , BM-10 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 - Load Combination Set: IBC 2012 ' Material Properties a .• Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination IBC 2012 . Fb - Compr 1,000.0 psi Ebend- xx 1,700.0ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0ksi .Wôod Species : Douglas Fir - Larch - Fc - Perp 625.0 psi * Wood Grade : No. Fv 180.0 psi Ft 675.0 psi Density 31 .20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads • . Az - Uniform Load: D = 0,0140, Lr = 0.020 ksf, Tributary Width = 3.0 It, (ROOF LOADING) Uniform Load: D = 0.0150, Lr = 0.040 ksf, Tributary Width = 6.50 It, (FLOOR LOADING) Uniform Load: 0 = 0.1440, Tributary Width = 1.0 ft, (WALL LOADING) Maximum Bending Stress Ratio = Section used for this span 'fb:Actual , = FB :Allowable Load Combination - Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection . Max Upward Transient Deflection, - Max Downward Total Deflection ' Max Upward Total Deflection 0.783 1 Maximum Shear Stress Ratio = 0.407: 1 4x10 Section used for this span 4x10 1,174.27psi fv:Actual = 91.67 psi 1,500.00 psi Fv: Allowable = 225.00 psi.. +D+Lr+H Load Combination +D+Lr+H 4.000ft Location of maximum on span = 7.241 ft. Span # 1 Span # where maximum occurs = Span #1 - 0.076 in Ratio = 1270 >=360 0.000 in Ratio = 0<360 0.144 in Ratio = 665>=180 0.000 in Ratio= 0<180 Load Combination . Max Stress Ratios . Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M lb Fb v tv Fv 1-- .40*1 . . . - • 0.00 0.00 0.00 0.00 Length =8.oft '1 .0.517 0.269 0.90 1.200 1.00 1.00 1.00 1.00 1.00 2.32 558.78 1080.00 0.94 43.62 .4162.00 .+0+L4I ... . , - . 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -. Length = 8.0 ft - 1. 0.466 0.242 ,,. 1.00 1.200 1.00 1.00 1.00 1.00 1.00 2.32 558.78 1200.00 0.94 43.62 . 180.00 404r#1 • .' ' . • 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 length =8.oft' ..,, • 1 . 0.783 0.407 1.25 1.200 1.00 1.00 1.00 1.00 1.00 4.88 1,174.27 1500.00 1.98 91.67 225.00 -, .0+S+H -. . . . . - 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ,Length =8.oft - •. 1 0.405 0.211 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.32 558.78 1380.00 0.94 43.62 207.00 . *090.750Lr40.750L#1 . . - : ' 1.200 1.00 , 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I • :• - . - . • Challman Engineering, Inc Project Title: 41747 11th Street W, Suite D Engineer: Project ID: ' Palmdale CA 93551 Project Descr: (661) 524-0911 . flengr.com 'LLUii11jjJJjj[iIL1L Printed: 8 MAR 2016, 3:41 PM E 64A13 Lic. #: KW-06001489 Licensee: CHALLIMAN ENGINEERING - Description: BM-10 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C CFN C 1 Cr Cm C I CL M lb Pb V lv Pv Length = 8.0 ft 1 0.680 0.354 1.25 1.200 1.00 1.00 1.00 1.00 1.00 4.24 1,020.39 1500.00 1.72 79.66 225.00 4040.750L40.750S41 . 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 8.oft 1 ' 0.405 0.211 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.32 558.78 1380.00 0.94 43.62 207.00 4040.60W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length = 8.0 It I 0.291 0.151 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.32 558.78 1920.00 0.94 43.62 288.00.: +D+0.70Esl-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 ' 0.00 0.00 Length =8.0ft I 0.291 0.151 . 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.32 558.78 1920.00 0.94 43.62 288.00 -e040,750Lr-e0,750L40,450W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - - Length = 8.0 ft 1 0.531 0.277 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.24 1,020.39 1920.00 1.72 79.66 288.00 I040.750L40.750S40.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 8.0 ft I 0.291 0.151 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.32 558.78 1920.00 0.94 43.62 288.00 +D+O.750L+0.750S40.5250E41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.oft ' I ' 0.291 0.151 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.32 558.78 1920.00 0.94 43.62 288.00 -0.60D+0.60W40.60H,. . . 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.oft V 0.175 0.091 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.39 335.27 1920.00 0.56 26.17 288.00 40.60D-f0.70E40.60H . 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.oft 1 0.175 0.091 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.39 335.27 1920.00 0.56 26.17 288.00 . 4 . OV 777 77 7 7-77 Load Combination Span Max. Defi Location in Span Load Combination Max. °+ Defi Location in Span +D+Lr-*l 1 0.1442 4.029 0.0000 . 0.000 ' Support notation : Far left is #1 Values in KIPS Load Combination . Support 1 Support 2 ' Overall MAXimum - 2.442 2.442 - Overall MiNimum - . 0.697 0.697 - +D+f-1 -• 1.162 1.162 +O+L+H . 1.162 1.162 -. . 4 . " • . . 2.442 2.442 1.162 1.162 40-f0.750Lr+0.750L+l-1 2.122 2.122 , .D0.750L0.750S#1 - 1.162 1.162 .. D+0.60W#1. . - . 1.162 1.162 +D#0,70E-*I 1.162 1.162 +D-+O.750Lr+0.750L-+0,450W*l 2.122 2.122 -e040.750L+0.750S40.450W+H - 1.162 1.162 -eD'e0,750L#0.750S+0,5250E+1-1 1.162 1.162 +0,60D'0,60W40,60H . '. 0.697 0.697 - .e0,60D0,70E+0,60H 0.697 0.697 DOnly . . 1.162 1.162 LrOnly , 1.280 1.280 'L Only SOnly WOnly . •• ..E Only HOnly • •- . • - • =-. • -. - . t_• .4 41747 11th Street W, Suite D Chaliman Engineering, Inc . Palmdale, CA 93551 (661) 524911 r BiIIceiengr.com NOW T Project Title: Engineer: Project ID: - Project Descr: Punted: 9 MAR 2016, 8:48AM • Description: BM-11 - Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination JBC 2012 Fb - Compr 2,900.0 psi Ebend- xx 2,200.0 ksi Fc - Pril 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species : iLevel Truss Joist . Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.050pcf Beam Bracing ,: Beam is Fully Braced against lateral-torsional buckling 0(0.01995) L(0.0532) * * D(1.33) Lr(1.9) D(0.144917 - 0(0.169162 Lr(0.2 166) Sim- a, -Im 7 T7 - :- - - 3.5x18.0 - . . . Span =18.Oft .. Service loads entered. Load Factors will be applied for calculations. ~AppN07di N, Beam self weight calculated and added to loads Uniform Load: D = 0.0140, Lr= 0.020 ksf, Tributary Width = 12.083 ft. (ROOF LOADING) Uniform Load: D = 0.1440, Tributary Width= 1.0 ft. (WALL LOADING) - Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft. (2ND FLOOR LOADING) Point Load: S = 1.917k (S 9.830 ft. (FROM SHEAR ABOVE) Point Load: D = 1.330, Lr = 1.90 k A 5.083 ft. (From Roof Truss above) Maximum Bending Stress Ratio = , . 0.578 I Maximum Shear Stress Ratio = 0.447 :1 Section used for this span 3.5x18.0 Section used for this span 3.5x18.0 fb : Actual . = ,. 2,094.29p5i fv : Actual = 162.12 psi FB: Allowable., = 3,625.00psi Fv: Allowable = 362.50 psi Load Combination ++j+H Load Combination -u-D+Lr+H Location of maximum on span = 7.489ft Location of maximum on span = . 0.000 ft Span # where maximum occurs = . - Span #1 Span # where maximum occurs = Span # 1 Maximum Deflection . Max Downward Transient Deflection 0.235 in Ratio = 0.000 in Ratio= 918 >=360 Max Upward Transient Deflection - 0<360 Max Downward Total Deflection - 0.516 in Ratio= 418>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 - ,• -.------ ';-r•- '-- 'r-.- .., ' .'. - I Load Combination Max Stress Ratios Moment Values Shear Values -: Segment Length Span # M V C C EN C i Cr Cm C t C L M fb Fb V fv , Fv -4041 0.00 . 0.00 0.00 0.00, -. Length = 18.0 ft. I • .0.435 0.330 0.90 1.000 1.00 1.00 1.00 1.00 1.00 17.87 1134.56 2610.00 3.62 86.19 261.00 - . 40+1+H • .. - 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 *. Length 18.0 ft . 1, 0.438 0.330 1.00 1.000 1.00 1.00 1.00 1.00 1.00 . 20.00 1,269.70 2900.00 4.02 95.76 290.00 -+0u-Lr+H -. - : . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length= 18.0 ft '-I - 0.578 0.447 1.25 1.000 1.00 1.00 1.00 1.00 1.00 32.99 2,094.29 3625.00 6.81 162.12 362.50 "40+S4H . 'i.. - -.• -. . . - -. . - ,.• 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 • 0.00 1 •, , ,. *_ ,.._•' . a Chaliman Engineering, Inc 41747 11th Street W, Suite D Palmdale, CA 93551 . . .L ... ... (661)524-0911 1 Billiengr.m Project Title: Engineer: Project Descr: Project ID: •-•,• Licensee: CHALLMAN ENGINEERING KW-06001489 - Description BM-11 - Load CombinaUon Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M th F'b V fv Fv Length = 18.0 ft 1 0.491 0.321 1.15 1.000 1.00 1.00 1.00 1.00 1.00 25.78 1636.86 3335.00 4.49 106.90 333.50 +O+0.750Lr-f0.750L41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -- Length = 18.0 It I 0.539 0.415 1.25 1.000 1.00 1.00 1.00 1.00 1.00 30.77 1,953.94 3625.00 6.31 150.31 362.50 +040.750L40.750S44-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.Oft 1 0.481 0.327. 1.15 1.000 1.00 1.00 1.00 1.00 1.00 25.26 1,603.57 3335.00 4.57 108.90 333.50 •t-O+0.60W.*I . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 •'' .. length = 18.0 ft 1 . 0.245 0.186 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.87 1,134.56 4640.00 3.62 86.19 464.00 ••_ i-040.70E-I41 - - 1.000 1.00 1.00 1.00 1.00 1.00 ( 0.00 . 0.00 0.00 0.00 Length = 18.0 ft 1 0.245 0.186 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.87 1,134.56 4640.00 3.62 86.19 464.00 +040.750Lr4O.750L40.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 It 1 0.421 0.324 1.60 1.000 1.00 1.00 1.00 1.00 1.00 30.77 1,953.94 4640.00 6.31 150.31 464.00 -#040.750L40.750540.450W#I .<. 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 - 0.00 Length = 18.0 ft 1, • 0.346 0.235 1.60 1.000 1.00 1.00 1.00 1.00 1.00 25.26 1,603.57 4640.00 4.57 108.90 464.00 • -D40.750L40.750S40.5250E-*I - 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 - 0.00 Length = 18.0 ft 1, 0.346 0.235 1.60 1.000 1.00 1.00 1.00 1.00 1.00 25.26 1,603.57 4640.00 4.57 108.90 464.00 • 40.60D40.60W40.60H : - 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 .- 0.00 VLength = 18.0 ft • 1 0.147 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.72 680.74 4640.00 2.17 51.71 464.00 0.60D40.70E40.60H , 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft • 1 0.147 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.72 680.74 4640.00 2.17 51.71 464.00 Load Combination • Span Max. "- Dell Location in Span Load Combination Max. + Deft Location in Span +04.r*l- • 1 0.5160 8.803 0.0000 0.000 Support notation: Far left is #1 Values in KIPS Load Combination . . Support 1 Support 2 Overall MAXimum . . - 7.668 6.262 - f Overall MINimum ' ' 0.479 0.479 -'0+1-I ,., -'' 4.130 3.551 5 * '+D+L+t-I •. . + .4.609 4.030 0r -. . 7.668 6.262 -f1J+54H . . , .. ' - 5.000 4.598 +0-+0.750Lr+0.750L#1 . ' - 7.143 5.944 . +00.750L40.750S . . • 5.141 4.695 - • +040.60W+H •.. . • -. . • 4.130 3.551 •• -+0-+O.70E+1-I -•• ,* . .. . - 4.130 3.551 -+0+0.750Lr-'0.750L-+0.450W41-1 7.143 5.944 H -40+0.750L40.750540.450W+H ' • 5.141 4.695 • -.0*0.750L-'0.750St0.5250E41 5.141 4.695 -'O.60D-'O.60W'O.60H 2.478 2.131 - -f0.60D40.70E-I0.60H • 2.478 2.131 1 D Only . . . 4.130 3.551 ''-LrOnly • ., 3.538 2.711 . - L Only • ., • .. 0.479 0.479 S Only ' ' • , 0.870 1.047 - - ... ,WOnIy . • -, . E Only • • .- H Only. -- . • •-,-•• -, - - •-- .• - .- . .. . . . Chaliman Engineering, Inc 41747 11th Street W, Suite D Palmdale, CA 93551 . . . (661)524911 "L1I . . . iJ 1' Billceiengr.com .tJI i jjj_J J ILILL'- ; i Project Title: Engineer: Project ID: Project Descr: Punted: 8 MAR 2016, 3:42PM Description: BM-12 .. Q'PEThERNCE$ Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties -. Analysis Method: Allowable Stress Design - Fb - Tension 1,000.0 psi E: Modulus of Elasticity .... Load Combination IBC 2012 Fb - Compr 1,000.0 psi Ebend-xx 1,700.0ksi Fc - Pill 1,500.0 psi Eminbend - xx 6200ks1 Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv Ft 180.0 psi 675.0 psi Density 31.20pcf - Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.01905)$ L(0.0532( 0(0.144) - 0(0.112(L,(0.I6) + ___________Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0140, Lr = 0.020 ksf, Tributary Width = 8.0 ft, (ROOF LOADING) ' Uniform Load: D = 0.1440, Tributary Width = 1.0 ft, (WALL LOADING) - Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR LOADING) -.4. = 0.220:1 4x8 = 49.52 psi = 225.00 psi +D+Lr+H = 0.000ft = Span #1 Maximum Bending Stress Ratio = - Section used for this span fb:Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0 0.332 1 Maximum Shear Stress Ratio 4x8 Section used for this span 539.91 psi fv : Actual 1,625.00 psi Fv : Allowable +D+Lr+H Load Combination 2.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.012 in Ratio= 5009 >=360 0.000 in Ratio= 0<360 0.033 in Ratio= 1815>=180 0.000 in Ratio= 0<180 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length . Span# M V C CFN C 1 Cr Cm C1 CL M lb F'b V tv F'v +0+1-I , . . . 0.00 0.00 0.00 0.00 - Length= 5.oft 1 0.294 0.195 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.88 344.22 1170.00 0.53 31.57 162.00 - 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.oft . 1 0.315 0.209 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.05 409.29 1300.00 0.64 37.54 180.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.oft 1 0.332 0.220 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.38 539.91 1625.00 0.84 49.52 225.00 - . -. +0-u-S-u-H . . - 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0ft I - 0.230 0.153 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.88 344.22 1495.00 0.53 31.57 207.00 -u-0+0.750Lr+0.750L+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 . -.... - Chaliman Engineering, Inc 41747 11th Street W, Suite D Project Title: Engineer: Project ID: •• I 1.Palmdale, ______ CA 93551 Project Descr: . I . ..... (661) 524911 BiIlceièngr.com Printed: 8 MAR 2016, 3:42PM 111 W, = x 77 E ~Be~N itcr4. 4.4 EACACC~,IT ~C.1983~20116 Build 13" . III Description: BM-12 Load Combination : Max Stress Ratios Moment Values Shear Values Segment Length Span # M . V Cd C EN C i Cr Cm C t CL M lb Fb V fv Fv , Length =5.Oft 1 0.332 0.220 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.38 539.78 1625.00 0.84 49.51 225.00 S -f040.750L40.7505+H - 1.300 . 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length =5.0ft I * 0.263 0.174 - 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.00 393.02 1495.00 0.61 36.05 207.00 4040.60W+H . .- . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0ft 1 0.165 0.110 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.88 344.22 2080.00 0.53 31.57 288.00 +O-+0.70E+H -. . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0ft 1 0.165 0.110 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.88 344.22 2080.00 0.53 31.57 288.00 - 4040.750Lr-'0.750L-f0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length =5.oft '1 . 0.260 0.172 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.38 539.78 2080.00 0.84 49.51 288.00 - +D-+0.750L40.7505+0.450W4H . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft ' 1 0.189 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.00 393.02 2080.00 0.61 36.05 288.00 4040.750L40.750S40.5250E+H • 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -. 5.0 ft 1 0.189 ,Length,= 0.125 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.00 393.02 2080.00 0.61 36.05 288.00 0.60D+0.60W0.60H •-•, . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.oft 1 0.099 0.066 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.53 206.53 2080.00 0.32 18.94 288.00 40.60D40.70E40.60H .- •. . . - 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0ft I 0.099 0.066 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.53 206.53 2080.00 0.32 18.94 - 288.00 UU-7777, 7777777771 . Load Combination Span Max. "- Defi Location in Span Load Combination Max. "+" Defi Location in Span 1 0.0330 2.518 . 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 - • Overall MAXimum . . 1.104 1.104 OveralI MiNimum . . . - -. 0.133 0.133 • +0-i-I-I . . .• -- 0.704 0.704 - . - . . . 0.837 0.837 - . -+D-+1r+H - . - . - . 1.104 * 1.104 - - • -, - .i-D+Si4-I - •-, ., 0.704 0.704 • +D-+0.750Lr40.750L+H -• .• 1.103 1.103 . • - - +040.750L-+0.7505#I ... 0.803 0.803 +DO.60WI-I - •., • ... ,- •. .0.704 0.704 .. - 4040.70E41-1 . . 0.704 0.704 I +D40.750Lr40.750L40.450W*I - 1.103 1.103 - -+D-i-0.750L40.750S40.450W+H 0.803 0.803 +D+0.750L-+0.750S-+0.5250E-i-I-I 0.803 0.803 ,-f0.60D+0.60W40.60H . 0.422 0.422 . 460D470E4601-1 , -' -• • - 0.422 0.422 . -. .-• DOnly . . S - 0.704 0.704 - Lr Only . .- 0.400 0.400 LOnly - - • 0.133 0.133 . SOnly..-- WOnly -- • . EOnIy • - HOry -; •. .. • • ,. . 1_••V • - * . • 5- - _S•t• S. S. • • .•.. . . . : •. : •. ... Challrnan Engineering, Inc 41747 11th Street W, Suite D Palmdale, CA 93551 ..y (661)524-0911 Ii LL!iLJ F 11jj_.i)fr Bill@ceiengr.com Project Title: . . Engineer: rgscr: Project ID: Pro ' Pcinted: 8MAR 2016, 3:43PM '- . -- : Description : BM-13 - Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties -' Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E: Modulus of Elasticity - Load Combination IBC 2012 . Fb - Compr 1,000.0 psi Ebend- xx I ,700.0ksi - . . . . Fc - PrIl 1,500.0 psi Eminbend - xx 620.0ksi - Wood species : Däuglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 -. . Fv 180.0 psi - . Ft 675.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling . . OO.1288)(4O.388 IDlO.144) DO. 128 L4O.184 4W Span - '•.. Service loads entered. Load Factors will be applied for calculations. ' Beam self weight calculated and added to loads Uniform Load: D = 0,0140, Lr = 0.020 ksf, Tributary Width = 9.20 It, (ROOF LAODING) Uniform Load: 0 = 0.1440, Tributary Width = 1.0 It, (WALL LOADING) .. - Uniform Load: D = 0.0140, L = 0.040 ksf, Tributary Width = 9,20 It, (2ND FLOOR LOADING) 4 Tr Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C EN C I Cr Cm C t C L M fb Pb . V fv -. Fv 404+1 - 0.00 0.00 0.00 0.00 . Length = 6.0 ft I ' '0.409 ' 0.261 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.84 442.09 1080.00 0.91 42.29 162.00 +D+L+H • - ' . 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - .. . Length = 6.0 ft I .. 0.700 0.446 1.00 1.200 1.00 1.00 1.00 1.00 1.00 3.49 840.23 1200.00 1.73 80.37 180.00 -40tr+H • ' . . - .' 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 * 0.427 0.273 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.67 641.16 1500.00 1.32 61.33 225.00 '+D+5.*4- . 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft , I ' 0.320 0.204 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.84 442.09 1380.00 0.91 42.29 207.00 " -FD+0.750Lr+0.750L-'-H , e.. , 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -. , •, . • .: Chalirnan Engineering, Inc 41747 11th Street W, Suite Project Title: Engineer: - Project ID: - l Palmdale, CA 93551 Project Descr: (661) 524911 Bill@ceiengr.com Printed: 8 M 2016, 3:43PM r-Y- - T - &WoodBeam 2tECt1983ö6T6 346 163 U Description: BM-13 Load Combination Max Stress Ratios Moment Values Shear Values - Segment Length Span# M V C CFN C Cr Cm C t CL M fb F'b V N Fv Length =6.0ft I 0.593 0.378 1.25 1.200 1.00 1.00 1.00 1.00 1.00 3.70 890.00 1500.00 1.84 85.13 . 225.00 40+O.750L40.75054H - 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.0ft 1 - r 0.537 0.342 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.08 740.70 1380.00 1.53 70.85 207.00 +D+0.60W+H • 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.230 0.147 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.84 442.09 1920.00 0.91 42.29 288.00 l4j40.70E+H - - 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.0ft I 0.230 1 , 0.147 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.84 442.09 1920.00 0.91 42.29 • 288.00. 1-040.750Lr40.750L40.450W%t . 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.464 0.296 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.70 890.00 1920.00 1.84 85.13 288.00 +040.750L40.750540.450W4$ . 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.386 0.246 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.08 740.70 1920.00 1.53 70.85 288.00 4040.750L40.750S40.5250E+H - 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 . Length =6.0ft. I . 0.386 0.246 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.08 740.70 1920.00 1.53 70.85 288.00 *0.60D-e0.60W+0.60H . . 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.oft I 0.138 0.088 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.10 265.25 1920.00 0.55 25.37 - 288.00 #0.60D40.70E40.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.0ft 1 0.138 0.088 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.10 265.25 1920.00 0.55 25.37 288.00 P if Ili, -$. I I-, Load Combination -. Span Max. Defi Location in Span Load Combination Max. + Defi Location in Span +D+0.750Lr40.750L+0.450W*l 1 0.0615 3.022 0.0000 0.000 - £ Support notation : Far left is #1 Values in KIPS .. Load Combination Support 1 Support 2 . - Overall MAXimum . 2.468 2.468 Overall MINimum, • . 0.552 0.552 • . +D+l-I . -.5 . . 1.226 1.226 +D.+-'I-I • . 2.330 2.330 . -'-D+Lr'4-1 t 1.778 1.778 - 1.226 1.226 -'D+0.750Lr+0.750L-+4-1 . 2.468 2.468 - -. +D40.750L4-O.7505#I . . . - 2.054 2.054 +D+0.60W+H 1.226 1.226 - -i-D-+0.70E-*I 1.226 1.226 - - +D-f0.750Lr40.750L0.450WH . 2.468 2.468 4D40.750L40.750S+0.450W'-H • 2.054 2.054 - . • +040.750L40.750540.5250E*l . 2.054 2.054 40.60D+0.60W40.60H . 0.736 0.736 - • . #0.60Ds-0.70E.0.60H 0.736 0.736 D Only • . . 1.226 1.226 Lr Only - . .. - 0.552 0.552 LOnly • - S. 1.104 1.104 SOnly • - .• . . • • WOnly • .E Only • ' HOnly IT .5 - . • - i•_ 2, • - ••-• ... • S • -S - • .. - -• 5'- . - . • . . - IF - Challman EngineeriAg, Inc Project Title: 41747 11th Street W, Suite D Palmdale, CA 93551 Engineer: Project Descr: Project ID: - . (661)524911 Bill@ceiengr.com Printed: 8 MAR 2016, 3:44PM WoodIBeam1 - 17 -. F-Ir - -.t ~ll . 1E 11 )OCMCALCUL7-,'1~1547 - .'. Description : . BM-14 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 ..: 'Load Combination Set: IBC 2012 ,." Material Properties . . Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination IBC 2012 . Fb - Compr 1,000.0 psi Ebend-xx 1,700.0ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0ksi . Wood Species ':Douglas Fir - Larch Fc - Perp 625.0 psi WoodGrade-- : No.1 Fv 180.0 psi .. . - Ft 675.0 psi Density 31.20pcf -' Beam Bracing : Beam is Fully Braced against lateral-torsional buckling TJiiiTTiJ - 4x10 -'-1,, •,. - S Span = 11.250 it ':-- i Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0 = 0.080, Tributary Width = 1.0 ft, (WALL LOADING) - Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width =1.330 ft, (DECK LOADING) ESTGNSuMMA..=f '1I•1 5- '5- S ., Maximum Bending Stress Ratio = c,Section used for this span fb Actual - FB : Allowable = - ld Combination Location of maximum on span = Span # where maximum occurs . = Maximum Deflection Max Downward Transient Deflection ' Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 5, S. 0.592 1 . Maximum Shear Stress Ratio = 0.235 :1 4x10 Section used for this span 4x10 710.38ps1 fv:Actual = 42.28 psi -; '. 1,200.00psi Fv : Allowable = 180.00 psi +lj+L+H Load Combination +D+L+H 5.625ft Location of maximum on span = 10.511 ft •,. Span # 1 Span # where maximum occurs = Span # 1 0.074 in Ratio = 1831 >=360 0.000 in Ratio = 0<360 0.173 in Ratio= 782>=180 0.000 in Ratio= 0<180 umi-Xiffi-Offil WS 'Load Combination - - Max Stress Ratios . Moment Values Shear Values Segment Length. Span # M V C C FN C i Cr Cm C t C L M lb F'b . V fv F'v 0.00 0.00 0.00 0.00 Length = 11.250 ft 1 -, 0.377 0.149 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.69 406.85 1080.00 0.52 24,21 162.00 4D4l4I1 . . '. . 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 '' 0.00 Length= 11.250 ft 1. 0.592 0.235 1.00 1.200 1.00 1.00 1.00 1.00 1.00 2.95 710.38 1200.00 0.91 42.28 180.00 #04Lr+1-I - - 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.250 ft I 0.271 .0.108 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.69 406.85 1500.00 0.52 24.21 225.00 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.250 ft I '0.295 0.117 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.69 406.85 1380.00 0.52 24.21 207.00 -. . 4O40.750Lr40.750L H . . . - 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 '.0.00 S. Length11250ft I 0.423 0168 125 1.200 100 100 100 100 100 264 63450 150000 082 3776 22500 - S Challrnan Engineering, Inc Project Title: 41747 11th Street W, Suite Engineer: Project ID: Palmdale, CA 93551 . Project Descr: v (661)524-0911 * JJ.L!JJJLJ L.L1IJ Bill@ceiengr.com Printed: 8 MAR 2016. 3:44PM S__ oodiBeaj 77 tL." . -,-.- Description : M-14 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length . Span # M V C C FN C i Cr Cm C t CL M fb Pb V Iv F'v * 4040.750L+0.750S+I-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.250 ft -.1 . 0.460 0.182 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.64 634.50 1380.00 0.82 37.76 207.00 +D+0.60W*I • . 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 S Length = 11.250 ft • .1 0.212 0.084 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.69 406.85 1920.00 0.52 24.21 288.00 +040.70E*t . .. 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.250 ft 1 0.212 0.084 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.69 406.85 1920.00 0.52 24.21 288.00 +D40.750Lr+0.750L40.450W4H . 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.250 ft 1 0.330 0.131 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.64 634.50 1920.00 0.82 37.76 288.00 -lO+0.750L40.750S40.450W+f-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length = 11.250 ft 1 0.330 0.131 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.64 634.50 1920.00 0.82 37.76 288.00 O0.750L40.750S40.5250E+H 1.200 1.00 1.00 1.00 1.00 1..00 0.00 0.00 0.00 0.00 Length =11.250ft 1 0.330 0.131 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.64 634.50 1920.00 0.82 37.76 288.00 '0.60D+0.60W40.60H . 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.250 ft 1 0.127 0.050 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.02 244.11 1920.00 0.31 14.53 288.00 -. eO.601)470E+0.601-1 - . . 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 - 0.00 , Length = 11.250 ft 1 0.127 0.050 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.02 244.11 1920.00 0.31 14.53 288.00 .f~dVeralliMYx M=f 737 71 Load Combination Span Max. - Defi Location in Span Load Combination Max. °+ Defi Location in Span +D4.-+H 1 0.1725 5.666 0.0000 0.000 f RV Fr7t jT ii- n9M i4 Support notation : Far left is #1 Values in KIPS Load Combination • Support 1 Support 2 . Overall MAXimum , . 1.051 1.051 5 Overall MiNimum . . 0.361 0.361 -'041 - . - . 0.602 0.602 : . • - .. - +01+H • .. . . 1.051 1.051 . , +D+Lr+H . - - 0.602 0.602 -+0+541 ' 0.602 0.602 . -. S 4040.750Lr40.750L+H - 0.938 0.938 40-e0.750L-e0.750541 : 0.938 0.938 +O-+0.60W-*l 5 0.602 0.602 40-+0.70E41-I . - 0.602 0.602 5 4040.750Lr'0.750L40.450W#1 0.938 0.938 4040.750L40.750540.450W41 0.938 0.938 '0-+0.750L-+0.750S-+0.5250E+1-I .....0.938 0.938 . -+0.60D-+0.60W+0.60R . 0.361 0.361 .-+0.60D-+0.70E-+0.60H • •: ' 0.361 0.361 0 Only . . -. S 0.602 - 0.602 LrOnly L Only. . . . S • 0.449 0.449 S Only WOnly EOnly . - . S S • HOnly •. . S Project ID: Printed: 12 MAR 2016. 11:51AM ' ...' . . , 0(0.0285) L(0.1425) - $ . D( $ o.0285) L(O.095) D(0 0285) L(0.095) $ $ $ 4, Q( 28) Span = 23.250 ft :: .... Chailman Engineering, Inc Project Title: 41747 11th Street W, Suite D Engineer: Palmdale, CA 93551 Project Descr: .1. . jY (661) 524-0911 JJJJL.JJLJ k Bill@ceiengr.com Description: BM-15 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 - . Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2900 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 2900 psi Ebend-xx 2200ksi , ., . . Fc - Prll 2900 psi Eminbend - xx 1118.19 ksi Wood Species : Trus Joist Fc - Perp 750 psi Wood Grade : Parallam PSL 2.2E Fv 290 psi Ft 2025 psi Density 45.05pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling r%r' ?AppIiedtLoads_ .. Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number I Uniform Load: D = 0.1280 klft, Extent = 4.750 ->> 18.670 ft, Tributary Width = 1.0 ft, (Exterior Walls & Doors) Uniform Load: D = 0.0120, L = 0.040 ksf, Extent = 0.0 ->> 4.750 ft, Tributary Width = 2.375 ft, (Left Floor Loading) Uniform Load: D = 0.0120, L = 0.040 ksf, Extent = 18.670 ->> 23.250 ft, Tributary Width = 2.375 ft, (RiqhtFloor Loading) Uniform Load: D = 0.0120, L = 0.060 ksf, Extent = 4.750 ->> 18.670 ft, Tributary Width = 2.375 ft, (Deck Loading) DES;GN:SUMMARy. s,:' • ____ Maximum Bending Stress Ratio = 0.371:1 Maximum Shear Stress Ratio = 0.171 :1 used for this span aSection 5.25x16.0 Section used for this span 5.25x16.0 fb : Actual = 1,075.12psi fv : Actual = 49.66 psi FB : Allowable ' = 2,900.00 psi Fv : Allowable = 290.00 psi Load Combination' . +D-t-L+H Load Combination +D-i-L+H Location of maximum on span = 11.625ft Location of maximum on span = 21.977 ft Span # where maximum occurs = • Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.224 in Ratio= 1245>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.490 in Ratio= 569>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Load Combination • Max Stress Ratios Moment Values Shear Values SegmentLength Span# I M V C C EN C i Cr Cm C t CL M tb Fb V fv I F'v. +041 0.00 0.00 0.00 0.00 Length =23.250ft 1 0.225 0.100 0.90 1.000 1.00 1.00 1.00 1.00 1.00 • 10.96 586.99 2610.00 1.46 26.15 261.00 +D+L+H ' -, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.250ft I • ' , 0.371 • 0.171 1.00 1.000 1.00. 1.00 1.00 1.00 1.00 20.07 1075.12 2900.00 2.78 49.66 290.00 -'0itr4H . • 1.000 1.00 1.00 1.00 1.00 1.00 • 0.00 0.00 0.00 0.00 Length =23.250ft I • 0.162 0.072 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.96 586.99 3625.00 1.46 26.15 362.50 , +D+4 • 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 4.,,. Challman Engineering, Inc Project Title: 41747 11th Street W, Suite Engineer: IN Palmdale, CA 93551 Project Descr: .. 'ii_.. .. (661)524911 Bill@ceiengr.com Project ID: Printed: 12 MAR 2016, 11:51AM --.1- L fENER -IN - uescripuon BM-15 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length .Span # M V Cd CFN Ci Cr Cm C CL M fb F'b V fv F'v -- Length = 23.250 ft 1 0.176 0.078 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.96 586.99 3335.00 1.46 26.15 333.50 +D*0.750Lr+0.750L+1-1 1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.250 ft 1 0.263 0.121 1.25 1.000 1.00 1.00 1.00 1.00 1.00 17.79 953.09 3625.00 2.45 43.78 362.50 +040.750L40.750541 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.250 ft 1 0.286 0.131 1.15 1.000 1.00 1.00 1.00 1.00 1.00 17.79 953.09 3335.00 2.45 43.78 333.50 .eO-+0.60W+H • 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.250 ft 1 0.127 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.96 586.99 4640.00 1.46 26.15 464.00 +D-'0.70E'4-I . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.250ft I . 0.127 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.96 586.99 4640.00 1.46 26.15 464.00 O40.750Lr-4750L40.450W4l - 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 .0.00 Length = 23.250 ft 1 0.205 0.094 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.79 953.09 4640.00 2.45 43.78 464.00 +D40.750L-0.750S+0.450W4l - 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.250ft 1 0.205 0.094 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.79 953.09 4640.00 2.45 43.78 464.00 . +D+0.750L40.750S*O.5250E-'-H . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 . 'Length = 23.250 ft 1- 0.205 0.094 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.79 953.09 4640.00 2.45 43.78 464.00 -+0.60D40.60W40.60R 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.250 ft I 0.076, 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.57 352.20 4640.00 0.88 15.69 464.00 -f0.60D+0.70E40.60H -- 1.000 1.00 1.00 1.00 - 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.250ft - 1 0.076 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.57 352.20 4640.00 0.88 15.69 .464.00 Load Combination Span Max. "-" Defi Location in Span Load Combination Max. °+" DefT Location in Span D4-+1-I 1 0.4902 11.710 0.0000 0.000 - 3 7F ions Support notation : Far left is #1 Values in KIPS . -Load Combination - - Support 1 Support 2 Overall MAXimum . • 2.954 2.972 . • - - .Overall MiNimum -. - 0.913 0.921 - : - 1.521 1.534 -l-D-i4-i-H ". . . -. -. - . 2.954 2.972 +D-tr4l - . . -. 1.521 1.534 - - - - 1.521 1.534 - +D-f0.750Lr+0.750L-*I, S - 2.596 2.612 . -+D-f0.750L40.750S-H . - 2.596 2.612 - : • -'-040.60W+H ,, - - , - 1.521 1.534 - 4 +O0.70E+H - ' 1.521 1.534 +040.750Lr40.750L40.450W+H 2.596 2.612 +D+0.750L+6.750S40.450W+H - 2.596 2.612 .0.750L40.750S40.5250E#I .' 2.596 2.612 .60D0.60W0.60F1 . 0.913 0.921 +0.60D-.0.70E*0.60H - - - 0.913 0.921 DOnIy - - 1.521 1.534 LrOnly • ,- . •• L Only • . 1.433 1.437 - - SOnly. W Only' - - - - EOnly , • - . . - - . - HOnly.- . #-,. t:, - • - -- -• 4 5 - 0 . _ C • Si • - - Project: BUENA VISTA COLONY P*2 RESIPENCE Project No: CHALLMAN ENGINEERING SINSLE FAMILY RESIPENCE I5-4r1 4 INCORPORATED Client Date 41747 11TH ST W, SUITE D. PALMDALE, CA 93535 - - - - P(861) 524-0911 F(661) 208-4005 ________________________________________________________________________ CRALLMANENCR@AS.NET Section: By Checked SheetHr, P-76 5 44 Tr ,fa,77o /L/ S -- - Yx /&33'/ M -74 i - /ZccQ 0 PT6 - , i / ç 7 'ç 15— k "Li fc,T4 - -- P c,4 HX.- I Vol w) cD LJ51a2'Pf - r2cc - go :)---------------- --.. 4M — ec2( Q'O 96 2 Q 4 : - - -- -. • - r 2G0 Pr \ 37%cz = 77 O'4) r'Dp'P7 t &?__ í' 4 p - - f -5-- - - -5- 5! •5• 1561425800 PLANCK _- o45O16 PCI 50070 RECEIVED :• .° APR 2 5 2016 CITY OF CARLSBAD BUILDING DIVISION P.O. Box 1876 PROJECT: Buena Vista Colony 1300 Orange St. Rosamond , Ca. 93560-1876 Carlsbad, CA (661) 256-8575 (661) 256-8577 fax "WET SET" L.A. City fabricators License .# FB 02868. - _______ . a or . I I I LI IIIIOB : 1 5-1 360 I ROOF TRUSS PLACEMENT PLAN Based on construction documents doted 11/17/2015. CARLSSAD. CA 1/4/2018 0A'.O 3/32l'-0 5/12 0/12 4 1/18 240C. 24 SHINGLES l5'-0 Al _I V \ /13 III rA\ ' -J —-- - CD 66 >4 L \\A 2t— :2 bi F- '5 E jill J CT) • ./B3 - ________ [ E5 4A' P.O.0o 1876 13O0OongoS8 Ro8orn8nd. CA 63060-1870 P1rn: (6811218-8578 Fo6 (661(288.8577 67 2 FESS NOTES Recommended hanger sizes noted are to be "Simpson" type hangers, and are No. 618 72 supplied by others. Indicates uplift Refer to 1/ truss placement plan for oil truss to truss connections. Refer to construction documents J) —' - and E.O.R. for oiltruss to plate connections. 'VRefers California Valley, To Whom It May Concern: Eagle Metal Products c 12300 Ford Road Suite 110 The attached truss design drawings referenced below have been prepared by me or under my Dallas,Texas75234 direct supervision based on the design parameters provided by Rosamond Truss, Inc. and are * eaglernetal corn assumed to be in accordance with the appropriate building code Any changes tothese parameters and/or information provided on the original truss drawing voids the affected sealed truss drwing and new information shall be submitted to this office for -' additional review. - Listed below are the truss designs included in this package and covered by this seal. Job Name: 15-1360 Buena Vista Colony - 1060254 Al, A2, A3, 131,132, B3Cl, C2, C3, C4, C5, C6, C7, C8, C9, Dl, El, E2, E3, E4, E5, Fl, F2, F3 . Please refer to individual truss deigns for specific loading and design criteria. o7ESS; ((LU7 No. C72517 .. Exp 06 30 2016 r cl OF Avk~ Arturo A. Hernandez . (CA, C7.2517) My license renewal date lorthe state of CA is 06/30/2016 The seal on these drawings indicates acceptance of professional engineering responsibility solely for the truss components shown. It is the responsibility of the building designer as to the suitability for use of each truss listed above. L w • .•.. The Truss Design Drawing(s) provided with these General Notes have been prepared under and are subject to ANSI/TPI1. Capitalized terms have the meanings provided in ANSIITPI1. Copies of each Truss Design Drawing shall be furnished to the installation contractor, Building Designer, Owner and all persons fabricating, handling, installing, bracing, or erecting the trusses. DESIGN LIMITATIONS The Truss Design Drawing is based upon specifications provided 15. Concentration of construction loads greater than the design loads by the Building Designer in accordance with ANSI/TPI1. Neither the shall not be applied to the trusses at any time; refer to BCSI. Truss Designer, Eagle, nor an engineer who seals this design (if any) assumes any responsibility for the adequacy or accuracy of 16. Trusses shall be handled with care prior to erection to avoid specifications provided by the Building Designer. damage. Refer to BCSI for recommended truss handling and erection. The Building Designer is solely responsible for the suitability based upon the Truss Design Drawing and shall be responsible for MATERIALS AND FABRICATION reviewing and verifying that the information shown is in general conformance with the design of the Building. 17. Lumber moisture content shall be 19% or less at the time of fabrication unless noted otherwise. Each Truss Design Drawing is for the individual building component (a truss). A seal on the Truss Design Drawing indicates 18. Lumber used shall be of the species and size, and In all respects, acceptance of professional engineering responsibility solely for the equal to or better than that specified. individual truss. 19. Unless expressly noted, the truss designs are not applicable for use Each Truss Design Drawing assumes trusses will be suitably . with fire retardant or preservative treated lumber. protected from the environment T 20. Plates shall be applied on both faces of truss at each joint and HANDLING, INSTALLING AND BRACING embedded fully: Knots and .ane at joint locations shall be regulated in acordance with ANS1ITPI1. Refer to BCSI for handling, installing, restraining and bracing trusses. Copies ban be obtained from the Truss Plate Institute (TPI), 218 N Lee Street,'Suite 312, Alexandria, VA 22314, www.tpinst.drg or SBCA, 6300 Enterprise Lane, Madison, WI 53719, www.sbcindustry.com. Bracing shown on each Truss De"sign Drawing is for leteral support of individual truss components only to reduce buckling lengths. All temporary and permanent braáing, including lateral load and diagonal or cross bracing, are the responsibility, respectively, of the erector and Building Designer. 9 Whdn a clear span truss is 60 ft or greater, Eagle recomrneids, and ANSl/TPII (2007) requires, that a registered design professional be inoIved in the erection process. - Eagle is not responsible for improper truas fabrication, handling, erection or bracing. Compression chords shall be laterally braced by the roof or floor 'sheathing, directly, attached, or have purlins provided at spacing shown, unless noted otherwise. - .. -- . .. - Bottom chord required bracing shall beat lOft spacing or less, if no I 3x4 - Plate Size structural rated ceiling is installed, unless noted otherwise. Strongbacking shall be installed on all parallel chord trusses, including flooring systems, to limit deflection and reduce vibration. Refer to BCSl-137. Never exceed the design loading shown and never stack building or other materials on inadequately braced truss; refer to BCSI. The plate type "size, orientatior- an'd location dimensions shown lndicateminimum plating requirements' . Connections not shown are the responsibility of others. V. Adequate support shall be provided to resist gravity, lateral, uplift loads. - - I Cut members to bear tightly against each other. OTHER NOTES Camber is a non-structural consideration and is the responsibility of truss fabricator. Values shown on truss drawing ar'e a 'recommendation based on industry tandards. Do notcut or alter an' tr'uss member or plate without prior approval frdm a professional engineer. The first dimension is the width perpendicular to slots. Second dimension is the length parallel to slots. -, I, 1, Indicates required direction of slots; Reference "Joint Details' for more information. 20 Ga Gr40 connectors required 3x10-2OHS 20 Ga Gr60 connectors required 8x10-18HS 18 Ga Gr60 connectors required Lateral Bracing When this symbol shown, continuous lateral bracing is required on the web of the truss. Bearing Indicates location where bearings (supports) occur. Plate Location & Orientation The plate shall be centered on . joint and/or placed in accordance with the design .drawing/QC full scale details. REFERENCES .. ANSI/TPl1: National Design Standard for Metal Plate Connected Wood Trusses BCSI: Building Component & Safety Information - Guide 'to Good Practice for Handling, Installing, Restraining & Bracingof Metal Plate Connected Wood Trusses NDS: National . Design' Specification for Wood Construction '. . ESR 1082 publishd. b'.thO :lnternational Code Council. • . - . ," M&LE - IWIETAL v0211 .Rosamond Truss, Inc. Truss: Al Rosamond, California JobName: 15-1360 BurasaVistaColony - PH: (661)256-8575 Designer: TonyFabian web: www.rosamondlruss.com - Date: 04/01/16 11:51:58 Page: lofl SPAN '- PfFQ4 QTY OHL •' OHR CANT L CANT R PLYS SPACING WGTIPLY, 15-0-0 5/12 1 2-0-0 2-0-0 0-0-0 0-0-0 I 12 in 81 lbs - I - 1940-0 2-0-0 7-6-0 - 7-6-0 I 2-0-0 7-6-0 15-0-0 41 5r1r 7215 3X14 - 4V- 0-0-0 , I 7-6-0 7-6-0 0-0-0 7-6-0 15-0-0 All plates shown to be Eagle 20 unless otherwise noted. - - - - - Loading(psl) General - Cs! Summary Deflection L/ (lc) Allowed TCLL: 30 Bldg Code: CBC2013/ TC: 0.91(2-3) ' Vert TL. 0in L/999 3 L/ 180 TCDL: 16 TN 1-2007 BC: 0.68(3-4) , Vert U,: 0 i L/999 3 L/240 I'LurnberD.O.L: BCLL: 0 Rep Mbr Increase oto Web 0.16(2-4) - HorzTh Om 3 BCDL: 10 125% - Reaction Summary -- - - - - ' - 04/01/ FESSyo IF BrgCranhoErg\MdthRqdBrgMdth MaxReact Max GravUplift -MaxMWFRS Uplift MaxC&C Uplift MaxUplift MaxHoruz 4 1 - 180in .N/A -,,, - 624 lbs -39011)i -67 lbs -390 lbs 3 1 180 in N/A, -972 lbs " . -972 lbs -2,%7 lbs 0 " I 180m N/A ' '314 lbs -2 lbs -59 lbs -59 lbs 1,117 lbs 3 I 1.5 in N/A 1,442 lbs -I,52711m -93 lbs -73 lbs -1,527 lbs . - 3 I 151n .N/A • 189 lbs -21111,s . -5 lbs -211 lbs Q lir O No. C72517 .t4 Material Summary . - Bracing Summary . Ch Exp-06.30.2016 TC DFL#IB 2x 4 . . . TIC Bracing Sheathed orPsal3-2-0,PwlindeotgobyOther& BC DFLP2 2x 4 BCBracirgr ShealhedorPwlinsailo-0-0,Purlindeingnbyothecc Webs Dl5LSlandard 2x 4 - - Loads Sum Vit.: mary' - - • . - - I) This truss has been designed for the effects due In a 3,500 lbs (170 pfl) drag load dithibsted along the it rake from each direction. F CA.. This truss bakbeen designed for the effects of wind loads in accordance withASCE7-I0 with the fotosuing user defined input 110 mph (Factored), Exposire C, Enclose Gable/Hip, Risk Category 11, Overall Bldg Dims 50 ft x60 6, It = 23 II, Not EM Zone Tons, Both end webs considered LOL= 1.60 Minimwn atorago attic loading has been applied in accordance with IBC 1607.1 - Member Forces Summary itote indroow N&ss1se 10, non CS!, nuinuniot rorcc (nun nu tare irdirorent fran annaniot threeS Only threes groan thou flts are shown in this luStre -, - 1 2 ) 5-6 6215 352 ft (-3231bn it 5-I 6215 84 an 35211s (-On) - (6533 - -7(8lln - - - - 2-3 (6911 2594ltn (-2255On I BC (6( -647lls - 3-4 5- (6451 -50911n sites 124 6162 -596115 Notes: , I) Unless noted otherwise, do not cuter alter any truss member or plate without prior approval from a Profeuiiorml Engineer. Gable webs placed at 167 0C, U.N.O. - • -' Attach structural gable blwilts with 1.54 20ga plates, U.N.O. Bracing shown is for in-plane requirements For out-of-plane requirements, refer to BCSI-133 publidsed by the SBCA This Inns has been designed acmg the green serviceredristion factors. When this sins has been chosen for quality assurance inspection, the Double Polygon Method per ii'l 1-2007/Chapter 3 shall be used. The s&icationtolerance for this roof truss rslo%(Cq=0.90). Due to negative reactions in gravity load cases, special connections to the bearing surface aijornls 4,3,33 may need In be considered. - Listed wind uplift reactions based an MWFRS & C&C loading ALL PERSONS FABRJCAITNG, HANDUNG, ERECFING OR INSTALLING ANYTRUSS BASED UPON ThIS TRUSS DESIGN DRAWING ARE INSTRUCTED1() TnieBuild(ll) Software v552.190 REFER TOALLOF ThE INSIRUCIlONS, LIMFLATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUEDW1TH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VAUD ONLY WHEN EAGLE MEFALCONNECTORS ARE USED. DWIns, 52175231 - 1060254 0001/0031 Rosamond Truss, In& Truss: A2 - - .• Rosamond, California . JobNamel5-l360 Buena VtstaColony PH: (661)256-8575 Designm- lonyFabian web: www.rosamondtruss.corn.. 04/01/16 11:51:59 - SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 15-0-0 5/12 6 2-0-0 2-0-0 0-0-0 0-0-0 1 24m 49 lbs 19-0-0 2-0-0 7-6-0 -° 2-0-0 7-6-0 15-0-0 - 4,4- 1.441 6 0-0-0 - 7-6-0 74l-0 - 7-6-0 - 15-0-0 All plates shown to be Eagle 20 unless otherwise noted. .- - - - Loading (psi) General CSI Summary Deflection [ L/ - - (bc) Allowed TCLL: 20 BldgCode: CBC2OI3/ TC: 0.59(1-2) Vert TL: 0.36 in L/474 (3-4) L/180 TCDL: 16 TPI 1-2007 BC: 0.72(3-4) Vert LL: 0.27in L/647 - (3-4) L/240 - - BCLL: 0 Rep M&lncrease:Yes Web: 0.22(2-4) HorzTL: 0.02 in 3 BCDL: 10 LismberD.O.L: 125% Reaction Summary ¶ .• jr 04/01/ FESS/0 BrgCombo Brg\MdthRcplBrgwdth MaxReact MaxGravUplift MaxMWFRSUphtI MaxC&CUphft MaxUplifi- - MaxHoriz I,' I 3.5 in 1.50 in 834 lbs lbs lbs -181 -181 -bum - H -- - () I 3.5 in 1.50 in 834 tIm . -181 lbs -181 lbs ,,Q' v Material Summary Bracing Summary IC DFLIIIB 2x4 TCBracing Sheathed orPwlinot5-7-0,Pwtin design byOthers No. C72517 (fl BC DFL#IB 2x4 BCBraeang Sheathed orPwIinsatl0-0-0.PwIindetign by Other LLJ E -06302016 i Webs DFL Standard 2 x 4 . 'Loads Summary - I) This truss has been designed for the effeets chic to 10 pof bottom chord line land p1cm dead lank -. - - .2) This truss has been designed for the effects of wind loads in accordance wcthASCE7 -10 with the following user defined input 110mph (Faetorec0. Expcsiure C, Ezsel d, - - Cl Gablefflip, Risk Category 11, Overall Bldg Dims 50 R x 60 ft, It = 23 ft, Not End Zone Tiruss Both end webs considered WL1.60 3) Minimum storage attic loading has been applied in accordance withlBC 1607.1 - - sOF CPL\ - 4) A 1,000 lbs moving point live land has been applied to the BC ccnieurrecfl with other dead loads -- Member Forces Summary iatc indicates: Medic. ID, nan CSt, nun ndalfase, (nuncc.cp lace if cltllnncl loan nusadat lbicel Only flows panIc. than 5fl1a ace shown in this bUs I TC 1-2 O. -1.027 lbs 2-3 Oous -L027 Its 3-8 15710 mc Its 14.1 0.718 edt tin SItes 24 (1216 532 [his 'Notes: Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Fiisjneer.' This truss has been designed using the green service reduction factors -3) When this truss has been chosen for quality assurance irageetion, the Double Polygon Method per TI'l 1-2007/Chapter 3 thall be used 4) The fabrication tolerance for this roof Iruss is 10% (Cq = 0.50). - 5) Bruce bottom chord with approved sheathing or purlins per Bracing Summacy. 6) Listed wind cqtiifl reactions based an MWFRS & C&C loading ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN thwnd ARE 'INSTRUCTED i1D '' rrueBuild6s,ftssarev55.2.190 - REFER TALL OF THE INSTRUCTIONS, UMITAI1ONS AND QUALIFICATIONS SIT FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUEDWITH ' Eagle Metal Products" THIS DESIGNANI) AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED Dallas, 171 75234 1060254 0002/0031 Rsamond Truss, Inc. -* I Truss: A3 Rosamond, California JobName: 15-1360 Buena YtstColony -. PH: (661) 256-8575 Designer: TonyFabian web: www.rosamondtnjss.com Date: 04/01/16 1152:00 - .., Page: lof2 SPAN. PITCH IQTY - - 01-IL - : OHR CANT L CANT R PLYS SPACING . WGTIPLY -. 15-0-0 5/12 .1 2-0-0 - 0-0-0 0-0-0 0-0-0 2 126 - - Nibs- .17-0-0 2-0-0 4-3-5 3-2-11 0-7-12 2-6-15 4-3-5 7-6-0 t8112I 10-6-11 15-0-0 5x0- - 1.5I4I 7215 11 1. 4X04 094- 3X7 81 3-2-11 -712t 2-6-15 I I0 7-6-0 8-1-12 10-8-11 15-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading(psf) General - CS! Summary Deflection If - (lc) Allowed TCLL: 20 Bldg Code: CBC 2013/ TC: 0.58(5-6) . ' Veil TL: 0.17 in L/999 (7-8) L/180 - - TCDL: 16 TPI 1-2007 BC: 0.88(6-7) Veil IL: 0.07 in L/999 (7-8) L1240 • BCLL: 0 RepMbrlrinreaseNo Web: 0.74(3-8) ) Herz M. 0.05 in 6 . BCDL: 10 LumberD.O.L: 125% . . '. 04/01/ Reaction Summary . - IF BrgCatnbo BrgWtdthRqdBrgWdth MaxReact ..MaxGravUplift MaxMWFRSUplift MaxC&CUplifl Max Uplift MaxHoriz ) p5 I 1 3.5th 1.50 in 2,418 lbs' ., . 2811s - ,' e0 6 I 3.5 in 2.22 in 4,171 lbs Material Summary - . Bracing Summary ., TC DFL622x4 - e itBoscing Sheathed orPadthsat5-0-0, Purim design byOthers NO. C72517 - BC DFL#I 2x 6 . BC Bracing Sheathed or Purlinsat 0-0-0, Purlin design by Others. Cr-Exp-06.30.2016, ZI Webs DfLStandard 2x 4 Loads Summary This truss has been detigped for the effects due to 10 pof bottom chord live load plea dead loads. This trusshas been designed for the effects of wind loads in accordance withASCC7 -10 with the following seer defined input: IlO mph (Factored), Eapesisre C, Eawl d, VI GablelHip, Risk Category 11, Overall Bldg Dims 50ftx60ft h = 23 ft Not End Zone Truss, Both end webs considered WL 1.60 -' - Mtnimwn enrage attic leading has been applied in accordance with IBC 1607.1 4)A 1,0D0 l,) lbs moving point live load has been applied to the BC concurrent with other dead loads Load Case Lrl: Std Live Load Point Loads Member Location Direction Load TribWidth. Bat 8-1-12 Down 1,438 lbs - - But 10-1-12 Down 356 lbs Bat 12-1-12 Down 356 lbs - Bat I4112 Down 356 lbs - 4. Load Case Dl: Std Dead Loacl PosniLoads Member Location Direction Load TribWidth Bat 8-1-I2 Down 1,906 lbs : Bat 10-1-12 Down 472 lbs Bat 12-1-12 Down 472 lbs • -- - Bat 14-1-12 Down 472 lbs - - - Member Forces Summary itt,tn indical s: isbi to, nun CSt. nusanial ton tens, oasw bin if dtfeosnt line novavicd toneS Only buns giustothan jUts ale shs,vn in this edits - IC 1-2 113)2 -Z912 Its 3-4 - 6350. -3,256 lbs - 5-6 0575 -4,249tts I - 2-3 (1101 -25971ts 4-5 . 0337 -3,316 1b; - BC 6-7 0923 3,927 Its 8-9 (1410, 2,at8tts - - 18-I 0432 ?67ntts 1 7-8 (13)0 3.927 t. 9-tO (1421 Z678tts - I Wts 3-9 (1101 446us 3-8 (1125 -1,067 ft - 3-8 (1343 (antIs 5-7 (1330 832 lbs - - Notes: I) Unless noted otherwise, do not cat or alter any truss member or plate without prior approval from a Professional Engineer. S.. This trim has been designed using the green service reduction factory - . .. When this trios has been chosen for quality aamrance inspection, the Double Polygon Method per TN 1-2007lChapter 3 shall be used. -. - The fabrication tolerance for this roof truss is lO % (Cq = 0.90). • . - - Brace bottom chord with approved sheathing or purlins per Bracing Summary. - ALLPERSONS FABPJCMTNG, HANDUNG ERECTING OR INSTAlLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING AREINSTRUCFEYIO TneBuildglSoftsvare v532.19() - REFER TOALL OF ThE INSIlLUCIlONS, LIMITATIONS ANDQUAUFICA.TIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUEDWITH Eagle Matal Products TIES DESIGNAND AVAilABLE FROM EAGLE UPON REQUEST DESIGN VAUDONLY,WHEN EAGLE METALCONNECTORS ARE USED. Dath TX 74 1060254 0003/0031 Rosamond Truss, md. Truss A3 Rosamond, Califoriiia ' iobNante: 15-1360 Buena Vista Colony PH: (661) 256-8575 stgner. TonyFabisn web: www.rosamondfrjss.cx'th,c. Date. 04/01/16115201 Page:. 20172 SPAN, PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGTIPLY 15-0-0 5/12 I 2-0-0 0-0-0 0-0-0 0-0-0 2 12th 791bs ' 6) The ces shown for this multi~ply buss are per ply and the reactions are for all plies T%vo identical trusses shall be built and attached as follows, per ply: l2d Nails orGtm Nails [min .135'x3 1/8'jTC- I row® I2inoc,BC -2isaggeredrows@12in0c,\WIa-Irow@I2incc. -- - -. - -. Provided the hanger connections do not adequately transfer the applied load ball plies in addition to connectors shown abSv, attach each pair of girder plies with aspplemental l2d Nails or Gun Nude [mm .I35'x3I/8'] as follows within ..of the location dtown - BC: 8-I-I2(19)Connectw-s BC: 10-I-12,(5)Connectors - BC:12-t-12,(5)Coarmctors - BC: I4-I-I2,(5)Connectors ,, •4 S - Connectors shall not encroach on other girder ply connectors or truss-to-truss connectors in accordance with the NDS or the connector manufacturer recommendatione - - .7) Whenapplied toads are cm one side of girder donot flipgirder dcuinggirder eannector installation, inttaltccmnectwsonthegirder side where supported loads ire applied. When applied loads are on both sides of girder, double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connectorspacing). Connectors on opposite sides of the - girder shall heoffwt -. 8) Lateral bracing shall be attached to each ply. - - H 9) All fasteners mini mwn2-l/2' long wiess otherwise noted. tO) Nails in tst and 2nd ply shall he offset from successive plies by t the nail spacing. '- - I!) Listed wind ophift reactions based on MWFRS & C&C loading - tj- -, -. .•-4 - ..- - --(S - - - - S_i, ••''-' - ............ ry ALL PERSONS FABRICATING HANDUNG, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED 'tO TrueBuild® Softsnce v5 52 190 REFER TALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE MEtAL PRODUCTS DESIGN NOTES ISSUEDWITH' ' - Eagle Metal Produs' THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED ' Oath,, TX 75234 : - • 1060254 0004/0031 : u •- -. • .,. - • .• + Rosamond Truss, Inc. Truss: BI Rosamond, CaJifomia JobName: 15-1360 Buena Vista Colony PH: (661) 256-8575 Designer: Tony Fabian web: www.rosamondtruss.com Date: 04/01/16 11:52:01 Page: lofl SPAN PITCH QTY OHL. OHR CANT L CANT R PLYS SPACING WGTIPLY 17-6-0 5/12 1 2-0-0 2-0-0 0-0-0 0-0-0 1 24 in IlOIbs 21-6-0 2-0-0 4-4-8 4-4-8 4-4-8 4-4-8 I I 2-0-0 44-8 8-9-0 13-1-8 17-6-0 . 4'- 15 5rm 1 7 5)(XXXXXX)OOOO<)(XXXXXXXXXX>(XXXXXXXXXXXXXX)QOO(XXXXX)OC(XXXXX)OOOCXXX 8 0-0-0 I 8-9-0 '- I 8-9-0 0-0-0 8-9-0 17-6-0 All plates shown to be Eagle 20 unless otherwise noted. - Loading (psf) General - CSIr Summary, Deflection L/ (lc) Allowed TCLL: 20 Bldg Code: CBC2OI3/ TC. - 0.47(4-5) Vert TL: 0.39 in L/540 (5-6) L/180 TCDL: 16 TPI 1-2007 BC:. 1.00(5-6) Vert LL: 0.34 in L/627 (5-6) L/240 BCLL: 0 Rep Mhr Increase No Web: 015(2-6)- Herz TL- 01n BCDL: 10 LinnberD.O.L: 125% Reaction Summary - 04/01/ ESSi BrgCombo BrglMdthRqdBrgMdth Max React MaxGravUphft MaxMWFRSUpIifl MaxC&CUplift MaxUplift MaxHoriz I 2loin N/A ', 953 lbs lbs - H (' . - -79 -348 lbs -348 lbs -I89lbs 0 210m N/A 625 lbs - - -33 lbs -33 lbs lbs -490 I 210in N/A 625 lbs lbs lbs -33 -33 490 lbs Material Summary ., Bracing Summary ' No. C72517 N rrt IC DFL#2 2x 4 - . - - s IC Bracing Sheathed orPw insat6-3-oPtnin design byOthers. LLJ EX -06302016 BC DFLIf2 2. 4 ' BC Bracing Sheathed - Webs DFLStandard 2x.4 Loads Summary ])This Irers has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, End d, Cl Gable/HIp,-Risk Category II, Overall Bldg Dims 50 ft x60 ft h= 23 ?çNot End ZotièTius Both end webs considered CX)L= 1.60 2) Minimimittorage aSIC loading has been applied In accordance with IBC 1607.1 -, OF CM- 3)A 1,000 lbs moving point live load has been applied to the BC concurrent with other dead loads Member Forces Summary tete nomes. wanse ID nuxcsl, wnasia1fnc (nercrnq tam if itteeft (On nvns4at OweS 0nIy gmtmlhua 311th an boo in this thIs W 1-2 (1472 -5311th 3-4 (1393 -3311th 2-3 ((393 . -332 Its 4-5 (0412 -5311th - BC 5.6 1101 -4811th 16.1 Wit -4811th 'IOta 1 2.6 (0151 -3331tn 13.6 (1130 -531 Its 4-6 ((LIt -3331th Notes: I) Unless noted otherwise, do not cuter alter an truss member or plate without prior approval from a Profeisionat Engineer. Gable webs placed at 16" OC, URO. - - Attach structural gable blocks with 1.3-4 20gs plates, U.N.O. Bracing shown is for in-plane requirements. For out-of-plane requirements, refer to BCSI-B3 published by the SBCA. - This trots has been designed using the preen service reduction factors. When this truss has been chosen for qotlity aamrance Inspection, the Double Polygon Method per Ill 1-20(Y7/Chapter 3 shall be used. Thefabricahon tolerance for thisroaf truss is I0%(Cq 0.00) . •, - - 8) Used wind uplift reactions based or MWFRS & C&C loading 'ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTEDIO TrueBuild® Software v5.52.190 1 REFER TOAI.LOF THE INSTEUCliONS, LIMITATIONS AND QUALIFICATIONS SET FORTH (N THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Producss 95 . THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MErALCONNEC-JORS ARE USED. . Dallas, TX 75535 - 1060254 0005/0031 I-. - Rosamond Truss, Inc.t-i - Trus: B2 - ,.• Rosamond, California JobNarne: 15-1360 Buena Vista Colony PH: (661) 256-8575 - TpTIyF5bl5fl web: www.rosamondtruss.com 1152)2 Page: 7 1ofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING 'WGT/PLY 17-6-0 5/12 9 2-0-0 2-0-0 0-0-0 0-0-0 1 24th 82 lbs 21-6-0 - 2-0-0 3-1-8 0-9.8 2-5-8 2-5-8 - 0-9-8 3-1-8 l - 3-1.8 2-0-0 3-1-8 6-3-0 6-3-8 8-9-0 11-2-8 iiS-o 14-4-8 17-6-0 2X4 - 1.5X41 3-4-13 5rm 1.514% 1.5g4 1-215 1,944- 1 4R4 - 0-0-0 0-0-0 - - 6-3-0 5-0-0 - 6-3-0 6-3-0 11-3-0 17-6-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (psf) General CSI Summary Deflection L/ (lc) . Allowed -: - TCLL: 20 BldgCode: CBC2013/ TC: 0.69(4-5) Vert TL-. 0.29 in . L1691 (10-I1) L1180 ' . - TCDL: 16 TPI -2007 BC: 0.66(10-I1) Vert LL Q2 in L/999 (9-10) L/240 BCLL: 0 Rep Mbr Increase :Yes Vthb: 034(4- Harz TL: 0.04 in 9 BCDL: tO LumberD.O.L: 125% . - Reaction Summary .If BrgCombo Brg\MdlhRqdBrg'iMdth MaxReact MaxGravUplift MaxMWFRSUplift MaxC&CUthft- MasUptift Max Horiz . 04/01/ FESS/ - -f I 1 3.5 in 1.50th 1,149 lbs -147 lbs -147 lbs 14 lbs 9 I 3.5 in 1.50in 1j491bs . 147 lbs -147 lbs Material Summary Bracing Summary TC - OFLtt2 2x 4 TCBracirgr SbsathèdorPw4-0-0Pwlth design by Others ' Na. C72517 N BC . DFL#IB 2x4 BCBracin& SheathedàrPurlinsatlo-0-0,PurlthdisisgnbyOthers cs - Exp-06.30.2016 0 .Webn DFL Standard 2x4 -Loads Summary I) This truss has been designed for the effects due to 10 psf bottom chard live load plus dead loads. ,2) This truss has been designed for the effects of wind loads inaccordance with ASCE7- l0 with the following user defmcdinpel: Il0 mph (Faclorec), Exposure C, Enclose- -Cl Gable/Hip, Risk Category 11, Overall Bldg Dims 50 It x 60 It, h = 23 ft Not End Zone Truss, Both end webs considered. WL=I.60 3) Minimum storage attic loading has been applied in accordance with IBC 16(Y7.1 -4)A l,6901bsm0vingpoint live toad hasbeen applied lothe BC concurrent with other dead loads. - Member Forces Summary 1164n indanim: Man ID. nan CSI. noxaidal roar. nmome. tints irdtfinnel titan mssadal fb-1 Only hates mlm than anits ate nhntvn in this talk. - .. TC 1-2 (1351 -2,150 Its 6-7 (1519 -1,695s . . - 2-3 0.552 -1,013 Its 7-0 0.512 -1.013 Its .- - 34 (1539 -1,58D us 0-9 (1351 -Zl58tts BC 9-10 (1503 1,953 Its 10-I10.69 .632 Os Il-I 0.501 1,953 '.6-ta 2-li (1099 -177 Its 4-6 0.338 -1,69 Its &10 0.099 .477 3-li (1236 091 Its 7-I0 (1236 551 Its Notes: I) Unless noted otherwise, do not cut or alter any h-ian member or plate without jsior approval from a Profentional Engineer. Unlabeled plates are 1.5x4 20g5. Attic floor area hasbeen dedgned foreorage with a20 pef floor live and a20pef floor dead load This Irons has been designed using the green an-vice reduction factors - When this a-ins has been chosen for quality assurance ir,eeIiot the Double Polygon Method per TPI 1-2007/Chapter 3 dell be used The fabrication tolerance for this roof IruSs is 10% (Cq = 0.). Brace bottom chord with approved sheathing or purlins per Bracing Summary. - Listed wind uplift reactions based onMWFRS&C&Cloading ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INS1TtUCTEDTO -.- - -TrieBislld®Softvai-ev552.190 REFER TOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCT'S DESIGN NOTES ISSUEDWITH - - ' EagleMetal Products" - THIS DESIGNANI) AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED .- Datb 13(75774 -- -. . 1060254 0006/0031 ..... r Inc. * - Truss: B3 Rosamond, California - JobName: 15-1360 Buena Vista Colony PH: (661) 258575 Deser. TonyFabian web: www.rosamoncitruss.com Date: 04/01/16 1152:04. Page: 1of2 SPAN PfF-1 QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 176-0 5/12 1; 2-0-0 0-0-0 0-0-0 0-0-0 2 24 in 97 lbs 19-6-0 24-0 4-10-13 3-2-15 074I 3-10-3 I I 2-5-7 2-5-6 4-10-13 8-1-12 8-9-0 12-7-3 15-0-10 1 17-6-0 . 1.54I 7215 0-0-0 I- 4-10-13 3-2-15 3-10-3 i°7'I 2-5-7 - 0-0-0 2-5-6 4-10-13 .8-1-12 8-9-0 12-7-3 15-0-10 17-6-0 All plates shown to be Eagle 20 unless otherwise noted. - - - General Loading(psf) General CS! Summary Deflection 11 (foe) Allowed - "e TCLL: 20 CBC2OI3/ TC: 0.81(6-7) . - Vert TL: 0.28 in L/737 (9-10) L/180 TCDL: 16 TPI 1-2067 BC: 0.85(7-8) Vert LL: 0.I2in L/999 (9-10) L/240 BCLL: 0 Rep MbrlrnsreaseNo Web: 0.60(4-10) Ham TL 0.017 in 7 - '• - BCDL: 10 LumberD.O.L: 125% Reaction Summary 04/01/ r%FESIS/6 IF BrgCcnnbo Brg'*MdthRqdBrgWeJth MaxResct MaxGravUplift MaxMWFRSUplift MaxC&CUplift MaxUplift MaxHmiz I 3.5 in in HI '?,t, 1.98 3,716 lbs . . - . 47 lbs ,O << 7 1 3.5 in 3.06 In 5,745 lbs Material Summary Bracing Summary . TC DFL#22x4 TCBrscing SheathedorPwsat3-4-QPw1in design Others, LLI NO. C72517. p4 BC DFLSS 2x 6 - - - - BCBraciag SheatlmdorPiaiinsatl0-0-0,PurindeisgnIOthers. ct Exp-06.30.2016-- Webs DFL Standard 2x 4 Loads Summary I) This trues has been designed for the effects due to 10 psf bottom chord live load phis dead lands. This truss has been designed for the effects of wind toads in accordance valhASCE7 10 with the following user defined in 110 mph (Factored), Exposure C, Eel d, Cl Gable/Hip, Risk Category II, Overall Bldg Dims SO ft i6O f1 h= 23 ft,Not Fad Zone Truss. Both end webs considered WL= 1.60 -. - Minimum storage attic landing has been applied in accordance with IBC 16071 F CM 4)A 1,060 lbs moving point live land has been applied to the BC concurrent with other dead loads Load Case Lrl: Std live Load Point Loads Member Location Direction Load Tnb Width - Bat 8-1-12 DO1MI 1,438 lbs . . Bot 10-1-12 Down 356 lbs Bat 12-1-12 Down 356 lbs . Bat 14-1-12 Down 356 lbs -. Bat 15-0-0 Down 420 lbs -, Bot 16-0-0 Down 420 lbs Load Case Dl: Std Dead Load Point Loads Member Location Direction Load Trib Width Bat 8-1-12 Down - 16 lbs . . Bat 10-1-12 Down - 472 lbs Bat 1 12-1-12 Down 472 lbs Bat 14-1-12 Down 4721126 Bat 15-0-0 Down 520 lbs Bat 16-0-0 Down 520 11w - -, Member Forces Summary itote inthcasis: Meatier to, nan CSI.mn visa] thie (noxconw. luau iNiffercrit loan nmavia] luiet Only them gimim than 33196 inc shorn in this labtv it 1 1-2 0-898 43M Its 3.4 0423 4,1001 b; 5-6 (1555 -s.542t1n I 2-3 - (1429 -4,2t01tu 4-5 04It-5-95tits 6-7 (1812 -4673 tIn . BC 7,9 0816 6t10tts 9-tO. 0294- s.ttOtts - . 11-I2 0397 4019116 . 8-9 (1266 4181116 10-11 0395 363611n 12-1 0437 4,019 lbs 99696 4-tI (1596 1,343116 3.9 11514 1,264 96 - 4-tO (1399 1472116 6-9 0129 -t,134t1n . -- 5-10 (1262 -1,960196 64 (1315 739196 -. ALL PERSONS FABRJCA1E-3G HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON ThIS TRUSS DESIGN DRAWING ARE INSTRUCTED 10 TrueBuild® Softsvom v55.2 190 REFER TOAILOEThEINS11WC11ONS, UMITAI1ONS AND QUALIFICATIONS SEF FORTH INThE EAGLE METAL PRODUCES DESIGN NOTES ISSUED WITH Eagle MataiPtoduos-. ThIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VAUD ONLYWHEN EAGLE METALCONNECTORS ARE USED. DaOor TX ULM 1060254 0007/0031 V V V V Rosamond Truss, Inc. i€t Truss: B3 V Rosamond, California s'V: •. JobName: 15-I360Burasa Vista Colony - PH: (661) 256-8575 Designor. TonyFabian web: www.rosamondtruss.com , Date: V 04/01/16 11:52:04 V Page: V 2 of 2 SPAN PITCH QTY OHL 01-fR CANT CANT PINS SPACING WGTIPLY V 17-6-0 5/12 1 20vi) 0-0-0 0-0-0 0-0-0 2 V 24 in' V97 11)S Notes: V •' V V V I) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. hVV V V Ths truss has been designed using the green service reduction factors When this tram has been chosen for quality assurance inspection, the Double Polygon Method per TPI 1-2O07/Chapter 3 shalt be used The fabrication tolerance for this roof truss is 10% (Cq' O.). Brace bottom chord with approved sheathing or purlins per Bracing Summary. I raw ®12inoc,BC -2 staggered rows @ I2inoc, Webs - I row® 12inoc. Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shows above attach each pair of girder plies with supplemental 12d Nails or Gun Nails [mm .135'x3 1/8'] as follows within 24" of the location shown: BC:8-l-12,(19)Connectors r V BC:lO-l-tZ(5)Connectars V BC: 12-1-I2,(5)Connectom BC: 14-1-12,(5)Connectom - V - BC: 15-0-0,(6)Connectors V BC: 16-0-0,(6)Connectors V I Connectors shall not encroach on other girder ply connectors or tnjss-to-truss connectors in accordance with the Nos or the connector manufacturer recommendations. , V .. When applied loads are on one side of girder, do not flipgirder duringgirder connector iratallalion, install connectorsonthegirder side where supported lidsae applied Whenapj,lied loadsare on both sides(yf girder, - double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side (atdouble the connector spacing). Connectors on opposite sides of the. girder shall heoffset V V V V Lateral bracing shall be attached to each ply. V V V 9)All fasteners minimum 2V112V long, unless otherwise noted. - 10) Nails in 1st and 2nd ply shall be offset from successive plies by 1/2 the nail spacing V • V V V It) Listed wind uplift reactions based on MWFRS & C&C loading. 'V '-V V V V V ,'_s- V VV V VVVVVV _. •V VVV . V V -- V'V• V VVV V - V •rV V V V V •;, V V!.VVVVVVV. - VVV -: .r-VV • V V - V V V • V VV VV VVVVVV V V vi ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS muss DESIGN DRAWING ARE INSTIWCT DIG- • TeB®S6ftIre552VI90 REFER TOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SEt FORTH IN THE EAGLE MEtAL PRODUCTS DESIGN NOTES ISSUEDWITH : 'V: Eagle Metal Podudts A THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. •' ' C' ' I Dallas, "VV 'VV V V V 'V • V • 1060254 0008/0031 a ' ,. - . ••• V V V'•V . ..V• V Rosamond Truss, Inc. Truss Cl 0 Rosamond, California JobName: 15-1360Buia Vista Colony PH: (661) 256-8575 Designer. Tony Fabian web: wwwsosamondtrusscom . SPAN - - PITCH QTY , 01-IL, ' OHR CANT L CANT R PLYS Date: 04/01/16 1152:06 Page: Iof2 24 in .' .63 lbs - '..... 18-0-0 SPACING WGTIPLY - 18-0-0 5/12 1 0-0-0 .0-0-0 0-0-0 0-0-0 2 7-2-14 . 3-6-4 7-2-14 __'•___•_'_••_•l I 7-2-14 - 10-9-2 18-0-0 3445 3-4-4 7,. 1215 T - - i.54I 3x- 54 - 0-0-0 I 7-2-14 7-2-14 7-2-14 - 10-9-2 18-0-0 All plates shown to be Eagle 20 unless otheewise noted. - - Loading (psi) General . Cs! Summary Deflection LI (lc) Allowed CaedLoads('sf) BldgCcxle: CBC2OI3/ TC: 0.80(1-2) Vert TL. 0.29 in L/738 (6-I) L/180 TCL.L: 20 . TPI 1-2007 BC: 0.80(6.1)' Vert LL: 0.13 in L/999 (6-I) L/240 TCDL: 16 RepM&Its2rtiaseNo. Web: 0.12(2-6) HorzTL Q09 in 4 - - BCLL: 0 LamberD.0.L: 125% BCDL: 10 04/01/ Reaction Summary - - Hip cOFESSiQ, - I 1.5 3,343 lbs - . . . . --- - - IT BrgCombo BrgwldthRqdBrgWellh MasReact MaxGravUplift MaxMWFRSUptift MaxC&CUplifi MaxUplift Max riz 3,3431bs - . - . . . 0 ., in . ..' . No. C72517 IT' 4 I 1.5 in - - . Material Summary -. BracingSummary - . TC DFL#2 2x 4 TCBraciag Sheathed -. 2016 BC DFLP2 2x 4 - . -_ BC Sheathed I0-0-0,Porlindti,byOthers Loads Summary . Webs DFLStandard 2x 4 V%- I) This truss has been designed for the effects due 1010 1ssf botteen chord live lead plus dead leads. - mistress has been designed for the effects of wind loads rn accordance with -10 with the following user defined input 110 mph (Factored), Exposure C, Eec F CP- Gable/ITq,, Risk Cattigojy II, Overall Bldg Dims SOFt x 600, h = 230, Not End Zone Tn,s Both end webs considered IX)L =1.60 Mininitasi storage attic leading has been applied in accordance with IBC 1607.1'- Load Case lxl: Std Live Load -. 4)A 1,000 lbs moving point live lead has been applied to the BC concurrent with other dead loath -- Distributed Leach Member Location I Location 2 Direction Spread Start Load End Load Trib Width - Top 7-10-15 10-I-I Down Proj 85 PIT 85p1f Top 0-0-0 7-10-I5 Down Proj , 30p1f 30p1f Point Loads - Top 10-I-I 18-0-0 Down Proj 30p1f 30p1f Member Location Direction - - - Load TribWidth Top 7-10-15 Down - 1,27811w Top tO-I-I Down 1,27811's - - - S. . Load Case Dl: Std Dead Load Disthlaged I ca Bat 0-0-0 7-10-15 Down Proj - . 40p1f 40p1f Member Location I Location 2 Direction Sjread ' Sian Load End Load TnibWHth Bat 7-10-I5 10-I-I Down Proj . 40plf 40p1f - TOP 7.10-I5 10-I-I Down Proj - 68p1f 68p1f Top 0-0-0 7-10-I5 Dowil Proj. - - ztptf 24 PIT - Bat 10-1-I 18-0-0 Down Proj. -. - 40p1f 40p1f Bat 0-0-0 18-0-0 Down Proj 7.5plf 7.5p1f . - TOP 10-I-I 18-0-0 Down Proj 24pIf 24p1f . PointLoatlu Member Location rec Di tion Load Trib Width TOP 10-1-1 Down • 1,022 lbs Top 7-10-I5 Down 1,02211's Member Forces Summary - Tate indiestw: I/milan to, imxCSl, nus wial nco,nwicuop hoe if hun ooaa'iud frnir Only hoes gimtrnthan 3511s aseshown in Its, tabho it 1-2 1 (179-1 O9l lln - . -. 2-3 8314 -3,311 Its I . - - . 0796 -3,89311n -3 .3-4 ALL PERSONS FABR1CAW4-HANDlING, ERECTING ORINSIAIUNG ANYTRUSS BASED UPONThIS TRUSS DESIGN DRAWING ARE INS11tUCIED1O lnicBuildllb Software v5.52.19O REFER TOMLOF THE INSTRUCTIONS, UMFFATIONS AND QUALIFICATIONS SET FORTH IN ThE EAGLE MEtAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal PfodticTs THIS DESIGNAND AVAIlABLE FROM EAGLE UPON REQUEST DESIGN VAUD ONLY WHEN EAGLE MEFALCONNECTORS ARE USED. ousu Ti- '., -. 10602540009/0031 - Rosamond .Truss, In&.:z' 'Truss: Cl - Rosamond, California JobName: 15-1360 Buena Vista Colony - PH: (661) 256-8575 Designor. Tony Fabian web: www.rosamondtruss.com - 04/01/16 .11:52d)6 SPAN PITCH QTY OHL OUR CANT L CANT R PLYS SPACING WGTIPLY' 18-0-0 5/12 I 0-0-0 0-0-0 0-0-0 0-0-0 2 ' 24th 63 lbs te 4-5 ansI 3.55411s i 56 (site) 3.56311s IS-I Q902 3,5635s Notes: Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer: V V This truss has been designed using the preen service reduction factors - When this truss has been chosen for quality assurance inspection, the Double Polygon Method per TPI 1-2007IChapter 3 shall be used. V -4) The fabrication tolerance for this roof him is 10% (Cq= 0.). V - 5) California Girder setback equals 8-0-0, truss spacing behind girder equals 2-0-0, there is no second girder setback, end jack type is Open Faced, and the corner girders are Rafter's Hanger position is for graphical interpretation only. Hanger shall be specified by truss manufacturer per TPlI. Provide adequate drainage to prevent pondin V V Brace bottom chord with approved sheathing or purlins per Bracing Summary. V - '9) The forces shown for this multi-ply aim are per ply and the reactions we for all plies Two identical trusses shall be built and attached asfollows, per ply: I2d Nails or Gun Nails (min .I35'x3 18'}TC - I row® 12 in no, BC Vl row® 12inoc,V,bs-Irow@ l2inoc, I Provided the hanger connections do not adequately transfer the applied load to all plies in addition to connectors shown above, attach each pair of girder plies with supplemental 12d Nails or Gun Nails [min .135'x3 1/8') as V follows within 24'ofthe location shown: 'IC: 7-10-15,(14)Connectors - V TC: 10-1-1,(14)Connectas ' V Connectors shall not encroach on other girder ply connectors or truss-to-Inns connectors in accordance with the P405 or the connector manufacturer reeotnmendatious V 10) When applied loads are on one side of girder, do not flip girder during girder connector inutallation, nOsE connectors on the girder side where ssprrted Idsareispplied. When applied londsare on both sides of girder. double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors no the opposite side (atdoub!e the connector spacing). Connectors no opposite sides of the girder shall be offset It) Lateral bracing shall be attached to each ply. 12)All fasteners min irnurn 2-1/2' long, tntess otherwise noted. I3) Nails in Iut and 2nd ply shall be offset from successive plies by l/2 the nail spacing ,. .. 14) Where required, usificienl girder hangers shall be provided (by others) to resist reactions shown. i 'ts) Listed wind uplift reactions based onMWFRS&C&Cloading. - •'V V , V SVV,, V p.' V . V - ALL PERSONS FABRICATING, HANDUN( ERECTING OR INSTAUJNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE LNSTRUCThD1O V ,TrueBisu1d®Softssar532Vl90 REFER TO ALL OF THE INSTRUCTIONS, UMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE MEfAL PRODUCTSDESIGN NOTES ISSUEDWITH , V 'Eagle Metal Pl-od'ucts V• THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEFALCONNECTORS ARE USED.,- ' Dnttas TX 751(4 -. V 10602540010/0031 'Rosamond Truss, Inc. Truss: C2 Rosamon California JobNe: 15-l360BuonaVtetColony -, PH: (661)256-8575. Designer: Tony Fabian web:"www.rosamondtruss.com Dale: 04/01/16 11:52:07 Page: lofl SPAN, PITCH - QTY - oHL'' OHR CANT L CANT R PLYS SPACING WGTIPLY 18-0-0 5/12 '3 0-0-0 0-0-0 0-0-0 0-0-0 I - 24 in It 65 lbs 16-0-0 '4-6-0 4-6-0 4-6-0 4-6-0 4-6-0 9-0-0 13-6-0 1840 41. 11.5X4 _M5 0-0-0 . 9-0-0 . 9-0-0 - - 0-0-0 -9-0-0 -' - I 18-0-0 - All plates shown tobe Eagle 2O unless otherwise noted: - • ,u Loading(psf) General - -. Cs! Sum'mary Deflection 11 (lc) Allowed sZ TCLL: 20 BldgCode: CBC2OI3/ TC:- 0.75(4-5)' Vert T1,: 0.51 in L/421 (5-6) L/180 TCDL: 16 TPI 1-2007 BC: 0.82(6-1) ' , - Vert LL: 0.38 in L1556 (5-6) L1240 BCLL: 0 RepMbrlrtrease:Yes -Web: 0.28(3-6) Horz TL- 0.03 in 5 - BCDL: 10 UimberD.O.L: 125% Reaction Summary OI 11' BgCombo .Btg\MdthRqdBrgMdth MaxReact MaxGnavUplift Uplift MaxC&C Uplift MaxUplift .MaxMWFRS MaxHoriz 04/01/ c IO,p,q <' ' ' ' ' . ' -1 L5 in - .828lbs -1371bs -137 lbs 26 lbs o '- b, . ( -T - . - 5 1 1.5 in — 828lbs ' .. -1371bs -137 lbs ' C3 -- Material Summary . • •Bracing Summary - 1qr M ('7')i7 ' TC DFLF2 2x 4 ' - .6 TCBmcing SbsdorPwlthsal4-3-0,Pwlin design byOthery W 0. m BC DFL#IB 2x4 - . BC Bracing Sheathed or Purtins at 10-0-0, Purlin desigri by Others. Ct Exp46.30.2016 Webs DFLS*andard 2x 4 -Loads Summary - .- . - - 1) Thslrras ha been devigned for the effoats 'duels lOpof bosom chord live load pltct dead loads. Cs 2) This Inns has been designed for the effects of wind loads in accordance with ASCE7- 10 with the following boar defined input: 110 mph (Fnctcwe6), Exposire C, Enelone Gable/Hip, Risk Calegory ll,Overall BldDims50ftx60ft h 23 fl, Not End Zone Truss Both end webs considered WL 1.60 OF CP.-' 3) Minrnitn storage attic loading has been applied in accordance with IBC 1607.1 4)A 1,000 lbs moving point live load has been applied to the BC concurrent with other dead loads Member Forces Summary We ini6cntm: Ibilan ID, nos Cal, nuvnvii4flnvc, (nnvcosq tow itdffhani finn omn.,iid Insel Only tows emito than 3214600 shoivn In this ubtv ' ' iti I-S (1146 -1,658146 2-3. (1210 -1.215146 - 3-4- (6292 -L215lbs 4-5 0.746 -1,658 lbs -- BC 5.6 (1818 (.499(46 (-245(46) 6-i-. (1818 - 1.499146 - (-245(46) _l_l - (lots 12.6 (1210 -492146 5.6, (1218 - 60911s (47(46) 4.66210 -(92146 Notes: I) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) This Inns has been designed using 1192 green service reduction factors. . When this truss has been chosen for quality sssnrance inapeclinn, the Double Polygon Method por 'fl'l 1-2007/Chapter 3 shall be used. - The fabrication tolerance fee this roof truss is lo%'(Cq = 0.90). - - - Hanger position is for graphical interpretation only. Hanger shall he specified by trussmanufacturer per TPII. Brace bosom chord with approved sheathing or pnrlins per Bracing Swilmary. 7) Where required, aifftciont girder hangers shall be provided (by others) lorethts reacliorn shown. 8) Listed wind uplift reactions based no MWFRS & C&C loading - ' :1: . • ALL PERSONS FABRICA3TNG, IWIDUNG ERECI1N6OR INSTAWNGM4YTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE 1NS11tUCTED1O Tniel3uild®Software v53.2.I9O 'REFER TOALLOF THE lNSTRUCflONS,LIMITATIONS AND QUALWICATIONS SET FORTh INThE EAGLE METAL PRODUCT'S DESIGN NOTES ISSUED WITH. Eagle Metal PI-oduots -THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VAUD ONLY WHEN EAGLE MEfALCONNECTORS ARE USED tsj to 75234 , 1060254 0011/0031 0.' Rosamond Truss, Incit-i TrUss:C3 Rosamond, California ' JobName:'I5-I360 Buena Vista Colony PH: (661) 256-8575 Designer. TonyFabtan web: wvw.rosamondtruss.co'. 04/01/16 II:5208 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGTIPLY - -.18-0-0 5/12 1 0-0-0 0-0-0 0-0-0 0-0-0 - I - 24 in '651bs 18-0-0 * - 4-6-0 4-6-0 - - 4-8-0 4-6-0 4-6-0 9-0-0 13-6-0 18-0-0 - 5 rfT- 1.514/ 72015 - 0-0-0 :. 9-0-0 .., . 0-0-0 9-0-0 'I 9-0-0 - - 18-0-0 - All plates shown tobe Eagle 20 unless otherwise noted. •- - - . - - - . - eneral CSI Summary Deflection .- L/ (loc) Allowed TCLL: 20 ldgCode: CBC2OI3/ TC: 0.86(4-5) Vert TL: 0.51 in L/421 (5-6).L/180 - Loading(ps TRep TCDL: 16 TPI 1-2007 BC: 093(6-I) Vert L1_- Q38 in L1556 (5- L/240 ,BCLL: 0 M&mncreasef'lo dub: 0.28(3- HcazTh 0.03in 5 BCDL: 10 umberD.O.L: 125% - - w+/01I FESSIo . Reaction Summary . IF Brg Combo BrgVddth Rpi Brg1Mdth Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift- Max Uplift Max Norm . . 1.5 in -- 828 lbs 1371be. -1371149 2611w - . i 4S. O 5. I 1.5 in - 82811w -t37l -13711w A. Material Summary Bracing Summary ' No. C72517, .TC DFL#2 2x 4 TCBracing SheathedorPtlthsal3.90,PwiindethgnbyOtheor - Exa-06 302016 . BC DFL#IB 2x 4 BCBrwcing SheathedorPwlinsatlo-0.0,PtwlthdeiogobyOtlwru . Webs - DFLStandard 2x 4 .' Loads Summary - -- . . I) This truss has been designed for the effects due to tO pof bottom chord live load plus dead loads. .. - - VILI This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input: I 1 mph (Factored), Exposure C, Easel 4' Gable/Hip, Risk Category 11, Overall Bldg Dims 50 ft x 60 k h = 23 k Not End Zone Thiss, Both end webs considered WL = 1.60 Minimum storage attic loading has been applied in accordance with IBC 1607.1 A 1,000 lbs moving point live load has been applied to the BC concurrent with other dead bode Member Forces Summary ttate 1n6c0in: Mentor 84, non Cst, non adatfn (mx carnpL tinte if iltrainni tins nim a-dat finir)L Ontyttiens givatwihaii 311te an shnsvn in this c61a . ...... -it 1-2 0.059 -I.6581in 2-3 0.495 -L2I5tta 3-4 0.495 -L2t5tte. 24..5' 0859.4an11a- .5-6 0.934 1,499114 (-245114)6-I- 0.954- t,499 11s (-245114) . .-.-- -- ............. . \tits 2.6 0,210 -492 tIn 3.61 0278 684 Its -. (-27 Its) I 4-6 0.210 -492 its - -, -Notes: I) Unless noted otherwise, do riot cut or alter any truss member or plate without prior approval from Professional Exigiiee - -2) This truss has been designed using the green service reduction factors. When this trims has been chosen for quality ansaassee itapection, the Double Polygon Method per TN 1-2007/Chaer 3 shall be used - The fabrication tolerance for this roof truss is 10% (Cq = 0.00). 7 - - Hanger position is for graphical interpretation only Hanger shall be specified by truss manufacturer per TN I. • Brace bottom chord with approved dseathingor purlins per Bracing Summary. Where required, sufficient girder hangers shall be provided (by others) to resist reactions shown. - Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTAlLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED lO Y TmeStIId(8)Softv.arev552.I90'. REFER TOALL OF THE INSTRUCTIONS, ]LIMITATIONS AND QUAUFICATIONS SIT FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUEDWITH '. Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED - Dallas, TX 79234 - - 10602540012/0031 • . Rosamond Truss, Inc.Truss: C4 . ,Rosamond, California - JobName: 15-1360 Buena Vista Colony PH: (661)256-8575 Designer TonyFabian web: www.rosamondtruss.com Date: 04/01/16 1152:09 - Page. lofl SPAN - PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGTIPLY e 18-0-0 5/12 1 2-0-0 ..- 0-0-0 0-0-0 0-0-0 1 24 in . 68 lbs 0-0 - 2-0-0 4-6-0 4-6-0 4-6-0 4-6-0 - - I I I• - - , - - 9-0-0 13-6-0 4-6-0 18-0-0 -1-215 '7 5FIT- 0-0-0 - 0-0-0 9-0-0 9-0-0 9-0-0 - I 18-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading(psl) General CSI Summary Deflection L/ (bc) Allowed TCLL: 20 Bldg Code: CBC2OI3/ TC:0.86(4-5) Vert TL: 0.51 in L/415 (5-6) L/ 180 - TCDL: 16 TPI 1-7 - BC: 0.94(5-6) . Vert ILL: Q38 in L/550 (5-6) L1240 BCLL: 0 Rep Mbr Increase No Web: 0.27 (3-6) - - Horz TL OlD in 5 - BCDL: 10 I.atmberD.O.L: 125% 04/01/ OFESSiO Reaction Summary, : -. - - IT BrgCornbâ BrglMdthRqdBrglMdth MaxReact Max GravUplift, MaxMWFRS Uplift MaxC&C Uplift MaxUplift .MaxHoriz I 3.5 in 1:50 980 lbs ........• • -. o fl - -221 lbs -221 lbs 45 lbs S I IS in - 820 lbs . -122 lbs -122 lbs Material Summary . - - - •..j BracingSummary ' No. C72517twi TC DFLIP2 2 x 4 - , - .. . .lCBraciige SheathedorPwinsat3-9-0,PwmndesignbyOthere C EXP06.30.2016 i BC DFL#IB 2x 4 . . -# - • •.- BC Bracing Sheathed orPurlinsatl0-0-0,PurlindeugntojOthera Webs DFLSlandard 2x 4 Loads-Summary . I) This trsas has been deagned for the effects due to 10 psf bottom chord live load plus dead loath -- - This truss has bsededgned forth effectsof wind loads in accordance withASCE7 -10 with the following user defined in1njt 110mph (FactnrecD, Exposure C, Eta! F CM. •-• Gable/Hip, Rids Category 11, Overall Bldg Dims SOfia 60 fi h = 23 ft, Not EM Zone Tn,s Both end webs considered IX)L 1.60 Minimwi, enrage attic loading has been applied in itccordance with IBC 1607.1 4)A 1,000 lbs moving point line load has been applied to the BC concurrent with other dead loath Member Forces Summary - 1tote n.6arles: Mentor I, msCSI, asisasialfosoc, (noacsr tom ifdflhierrt fran nusanial fosmit Onlytesom gsnstsothan 3fl1a an shown in this uhte IC 1-2 11770 -tot! Its 34 -1,151 Its . . I • 2-3 ttan -l.I51tts 4-5 (t3 • :-I, Its . BC 5-6 (1936 l.47011s (-ill Its) 6-I - (1917 1,437 lbs - (-13511n) Vets 2.6 aiot -waits s.e 9774 . 67-Ills .............- 5.210 -49211s Notes: -. I) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. . .. .- This tress has been designed using the preen service redisotion factors When this truss has been chosen for quality assurance inspection, the Double Polygon Method per 'lPl 1-2007/Cha5er 3 diall be used. The fabrication tolerance for this roof truss is 10% (Cq = 0.60). . . Hanger position is for graphical interpretation only. Hanger shall be specified by truss manufacturer per TPI I. . . Brace bottom chord with approved sheathing or purlins per Bracing Summary . Where required, sufficient girder hangers shall be provided (by others) to resist reactions shown. Listed wind uplift reactions based on MWFRS & C&C loading . -. ALL PERSONS FABRICATING HANDLING, ERECTING OR ENSTAWNG ANYTRUSS BASED UPON ThIS 110,tJSS DESIGN DRAWING ARE INSTRUCTED 19) TnieBuild® Software v5.12.190 1,• REFER TOALLOF.ThE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SEr FORTh INThE EAGLE METAL PRODUCES DESIGN NOTES ISSUED WITH Eagle Metal Products -' - TIES DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEEALCONNECTORS ARE USED, Dalla DC 75134 -: 1060254 0013/0031 Rosamond Truss; Iñc.'-' 'Truss: CS $ .1' Rosamond, California - JobNome: 15-1360 Buena Vista Colony PH: (661)256L8575 j Designer. .TonyFabtan web: www.rosamondlruss.cori-i' Date: 04/01/16 11:52:10 Page: lofi SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGTIPLY 18-0-0 5/12 1 2-0-0 0-0-0 0-0-0 0-0-0 1 24th 68 lbs I 20-0-0 --- - - - 2-0-0 4-6-0 4-6-0 '". 4-6-0 - 4-6-0 - -. - 4-6-0 9-0-0 - 13-6-0 - 18-0-0 41s4- 1.514% 1.5441 7-215 - 0-0-0 0-0-0 9-0-0 9-0-0 - - I 9-0-0 18-0-0 All plates shows to be Eagle 20 unless otherwise noted. - •' Loading(pst) General CS! Summary Deflection L/-' - - (lc)1'Allowed - - -" TCLL: 20 Bldg Code: CBC 2013/ TC: 0.86(4-5) Vert TL 0.51 in L/415 (5-6) L/ 180 - 'TCDL: 16 TPI 1-2007 BC: 0.94(5-6) Vert LL 0.38 in L/550 (5-6) L/240 BCLL: 0 Rep Mbr Increase No Web: 0.27 (3-6) Hare Th 0.03 in . 5 - - - BCDL: 10 LumberD.O.L: 125% - - . - -- 01 ESS/0 -'j- - - Reaction Summary - - - - - IT BrgCombo Brg thRcplBrglMdth MaxReacl MaxGravUplrft Ma,cMWFRSUpIift MaxC&CUp1tft MaxUplift MaxHoriz I 3.51n 1.50 in 9801bs -221 lbs -22I lbs 4511,s I in - C) - 0 1.5 -- 82011n -12211te - -1221bs Matenal Summary Bracing Sumnaiy ' No.-C72517 .1-I TC- DFL#22x4 TCBracin9- Sheathed orPwlinat3-9-0,Purlin design byOthera '-. Exp-06.30.2016 -- -BC DFLUIB 2x 4 BCBracing Sheathed orPurtinsatl0,t'urlin design by011sere Webs, DFL Standard 2x 4 ttAads Summary ' I) This truss has been designed for the effects due to tO pof bottom chord live tend plus dead bade. - - -- Cl 2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defmd input 110 mph (Factored), Exposure C, Easel ' - OF Gable/Hip, RishCetegosy II, Overall Bldg Dims 508 x60 11 h= 238, Not End Zone Trsnr Beth end webs considered. WL 1.60 - . 3) Minimum enrage attic loading has been applied in accordance with IBC 1601.1 1' - - - - - • . 4)Ai,000lbs moving point live load has been applied tothe BC concurrent with other dead loads. • - . - -Member Forces Summary 1tee indiosim: )00s6os tO, =x CSI, nsesadalraw, (nmoase. Law ifdffeens losunousadat fawl 0nlytuon gaiamthan 300ft ass shams in ibis latso •• ' ' I' IC 1-2 (1770 -Intl tin 3-4 0.5 -1,1927th .1 2-3 0.511 -I,t%tte 4-3 nan -1,63300 - - _; . .1 '_, -- , - •,, - 5-6 0976 1,47836 (.211 (to) 16-1. 0.917 1,437 Ito (-135 tin) 904o- 2-6 (519) 485 Ito 3-6 (1274 674 Its 4-6 0,210 -03600 -. - Notes: -: - I) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Profeusicnosl Engineer'' - - 2) This truss has been designed using the green service reduction factors . When this truss has been chosen for quality assurance inspection, the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used The fabrication 7olerance for this roof truss is 10% (Cq = 0.90). -5) Hanger position is for graphical interpretation only. Hanger shall be specified by tries manufacturer per TPII. - - 6) Brace bottom chord with approved sheathing or purlins per Bracing Summary. Where required, sufficient girder hangers shall be provided (by ethers) to resist reactions thovir Ueed wind apli±t reactions based on MWFRS & C&C leaslin -- .1 ALL PERSONS FA13R1CAT1NG, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE lNSTRUCfED1D' ' 4:Tnsè13ulld® Softse v5,52.190 - REFER TOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SEF FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUEDWITH ' . EagleMetal Ptoducts THIS DFSIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE ME1'ALCONMECTORS ARE USED " 0118s, iN 15234 - - - .'10602540014/0031 5 5-5 . - :...' ' Rósàmond Truss, Inc. Truss: C6 ROSafliOnd, California JobName: 15-1360 Buena Vista Colony 'PH: (661) 256-8575 Designer TonyFabian www.rosamoncltruss.com Date: 04101/16 1152:11 - , Page: lofl ,.SPAN ; PITa-I -QTY - -OHL, ' OHR CANT CANTR PLYS SPACING WGTIPLY 18-0-0 5/12 6 2-0-0 1 0-0-0 0-0-0 0-0-0 1 '24 in 68 lbs 20-0-0 • - - 'I 2-0-0 4-6-0 - 4-6-0 I I 4-6-0 - - 4-6-0 , 9-0-0 13-6-0 18-0-0 1.5t4 —1-215 0-0-0 .L 040 940 9-0-0 I .9-9-0 - 1840 All plates shown to be Eagle 20 unless othei'wise'noted. Loading (psf) General -. CS! Summary" Deflection 11 (lc) Allowed TCLL: 20 BldgCmte: CBC2OI3/ TC:0.75(4-5) Vert TL: 0.515 L/411 (5-6) L/180 - TCDL: 16 TPII-2007 BC: 0.82(5-6) ,, '. VertlL: 0.381n L/545 (5-6) L/240 I-LAunberD.O.L: BCLL: 0 RepMbrincrease:Yes Web: 0.27(3-6)'. " HorzTl.z 0.03 in 5 BCDL: 10 125% - - - .. -•, .--•• . . 04/01/ c QO, . u' uQIQ Reaction Sunmary P'.. Jr BrgCmnbo'1BrgMdth RcpiBrg3Mdth "Max React ' Max GravtJphft- MaxMWFRS Uplift MaxC&C Uplift MaxUplift MacHartz I I 3.51n l.50in.-'-,980tbs . -'-" -.i. -221 lbs -221 Jos 45 lbs -. ,- 5 1 3.5 in I,50in 820 lbs ' . -1221bs -122 lbs . -. . . - Matenal Summary •'' -_ Br-acing Summary t,.I ('7)c17 rn w ' :-M TC ' DFL#2 2x 4 . . - 'tv, 'It Bracing Sheathed or Puilins at 4-3-0, Purlin deisgn by Others. .,ip-u6.3u.u,1•u BC DFL#IB 2x 4 . BCBracing Shealhedorpurtinsatlo-O-0,PulindejOthers. Webs DFL Standard 2x 4 Loads Summary .- This Inas has been deagned for the effects don to 10 xsf bosom chord live toad plus dead loads. Vl-' This trim has been disgrid for the èffecIof wind loads inaccordance with ASCE1- tO withthe following user defined input ItO mph (Factored), toqxoaire C, Enclose F CM.. Gable/Hlp,RiskCategoiy ll,Oosralt BldgDims500x600 h= 23 kNottoidZonelruss, Both end webs considered WL= 1.60 Minimum storage attic loading has been applied in accordance with IBC 1607.!. . 4)A 1,000 lbs moving point live load has been applied to the BC concurrent with utheidead loath Member Forces Summary j,'soteinthcnlm; Etottor ID, nrnCSl, nusuut1aee(mncotn litre if ilfllienIfin nonurul lase( Only in= goatrelhan ssllaaashoivn in this laSts. ' - 'It 1-2 6676 - tIn 3.4 (1230 . -I,19211s .• I .11,611 2-3 (1729 ,1301St ' . . 4-5 11750 -I.635 9s BC 5-6 6920- 1St 1 1.475 (-211 1st) 6-I (1924- 1,4371St . " '. - '' '(-1351St) .... . 9 2.6 (5190 -445 Ito 3-6 - (1274 " 674 Its 461 0,210 492 Ito - I - -:'•-' Notes: a it) Unless noted otherwise, do not cut or after itny truss member or plate without ptior appioval from a Professional Engineer. This Inns has been designed using the green service redontion factors. ' ' ' -. . . . •. When this trios has been olassen for cpmuity aamrance inspection, the Double Polygon Method per IPI 1-2007/Chapger 3 shall be used ,. . , . - . The fabricawintolomnafor this rouftruss isl0%(Cq'-0.). • Brace holIsm chord with apovvd sheathing or purlins per, Bracing Summary. u - . ..t - i. 6) Listed wind aplift reactions based on MWFRS & C&C loading ALL PERSONS FABRICATING, HANDUNG, FRECFINGOR INSTALlING ANYI'RUSS BASED UPON ThJS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TnieBuild® Software v5.5.2.190 - - REFER TOAILOF,ThE INSTRUCTIONS, UMITATIONS AND QUAUFICATIONS SET FORTh IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Molal Products • - " ThiS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNEC'IORS ARE USED. raso, -ix 75)34 1060254 001510031: - • - - 7c -- - - r Rosamond Truss, Ii"'- - Trus: C7 cc' Rosamond, California v$ JobName: 15-1360 Buena Vista Colony PH: (661) 256-8575 Desigiior TonyFabian web: www.rosamondlruss.com' 1152:12 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-0-0 5/12 4 2-0-0 2-0-0 0-0-0 0-0-0 1 24m 71 lbs 22-0-0 2-0-0 4-8-0 4-6-0 - 4-6-0 - 4-6-0 2-0-0 4-6-0 9-0-0 13-6-0 I i8-o-o - 4,4- ;• Aa 4- 0-0-0 - 9-0-0 9-0-0 0-0-0 9-0-0 18-0-0 - '- All plates shown to be Eagle 20 unless otherwise noted. - eral CS! Summary Deflection li" '- (loc) Allowed ' TCLL: 20 CBC2OI3/ TC: 0.68(4-5) VertTL: 0.491n L/423 (5-6) L/I80 TCDL: - Load ing(ps rBBldgCode: 16 TI'! 1-2007 BC: 0.81(5-6) VertLL: 0.38n L/545 (5-6) L/240 BCLL: 0 br IncreaseYes Web: 027(3-6) Hom TL 0.03 in - 5 BCDL: 10 erD.O.L: 125% H O1/O1jESsOA SS Reaction Summary •- . - - ) p. H ''' ST BrgComho Brg'MdthRcplBrg'iMdth Max React MaxGravUplift MaxMWFRS Uplift MaxC&CUplift-- MaxUphft vMax Horiz . - •.. o -20be5 -207 - (L° I,! 3.5 in l.50 in 972ll. . 71--' lbs 15 lbs ), I 3.51n l.S0in 9721bs ,5 2073 s -20711,s . C") Material Summary Bracing Summary - 3 No. C72517 4' .,TC DFL#2 2x 4 ltBracing Sheathed orPerlinsat4-6-0Purlm design Others CC Exp-06.30.2016 BC ' DFLffIB 2x4 BCBracong Shea dorPurlthsatlo-0-oPurlindedgnbyOtl Webs \ DFL Standard 2x 4 -Loads Summary I) This trios has been designed for the effects due tolO pof bottom chord live load plus dead loads .. - VI - This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input. 110 mph (Factored), Exposure C, E. p - - Gable/Hip, Risk Category Ii, Overall Bldg Dims 50 ft x60 B, h = 23 ft. Not End Zone Truss, Both end webs considered IX)L 1.60 - Minimum storage awe leading has been applied in accordance with IBC 1607.1 - 4)A 1,000 lbs moving point live load has been applied to the BC concurrent with other dead loads Member Forces Summary itoto jn,tiuri - I,tmte, as, ,,OOCSI, awa4at face, (nmc9n fare if ibifeirat liusnsxa,ial r=j Onlyfoires girasurthan Stats air shorn in this labic - IC .. 1-2 0679 -1,57) lbs 3-4 0.237 -1j671ts - 5-3 0.237 -1,167 its 4-3 0.679 -1,579 ft 8C 15.6 0.805 1,416 Its t-56 Its) 6-I Q805 1,416 Its (-56 I ts ) . . -----------, 26 0 156 -145 Its 3-6 (0 339 663 Its 4-6 0.190 445 Its -S' Notes: '. I) Ijidem noted otherwise, do not cutor alter any trios member or plate without prior approval from a Professional Engineer. This trios has been designed using the green service reduction factors When this trios has been chosen for quality assurance iinyection, the Doable Polygon Method per TPI 1-2007/Chapter 3 shall be used - 4) The fabrication tolerance for this roof trios is 10% (Cq = 0.90). -. - 5) Brace bottom chord with approved sheathing or purlins per Bracing Summaiy. 1 6) Listed wind uplift reactions bawd on MWFRS & C&C loading ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO -- - TiBuiId(8)Sofhfev532.I90 REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE MEFAL PRODUCTS DESIGN NOTES ISSUED WITH' . - Eagle Metal Products , - THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USEI) - - 1060254 0016/0031 -- L5- --. 11 2 -. S. • Rosamond Truss, Inc.Truss: C8 S S Rosamond, California JobName: 15-1360 BuniaVtstaColony - '• PH: (661)256-8575 S iiei TonyFabian ebwwwsosamondlruss.cxtm Date: 04/01/16 1152:13 Page: lofl SPAN PITCH QTY 01-IL' OHR CANT L CANT R PLYS SPACING WGT(PLY - - 18-0-0 5/12 1 .0--0 2-0-0 0-0-0 0-0-0 1 24 in 68 1bs 2040 4-6-0 4-6-0 •. 4-6-0 4-6-0 2-0-0 4-6-0 - - 9-0-0 ;- 13-6-0 18-0-0 41- 5F12— S. 7215 t 0-0-0 I 9-0-0 - 9-0-0 I 0-40-. - 9-0-0 •-. 1840 S I - All plates shown to be Eagle 20 unless otherwise noted. . * Loading(psf) General —: CSISummaiy,' Deflection LI (lc) Allowed - TCt.L: 20 BldgCcxle: CBC2OI3/ TC: 0.86(1-2) Vert TL: 0.51 in L/411 (6-I) L/180 TCDL: 16 TPI 1-2007 BC: 0.94(6-I) ', . Vert LL: 0.38 in L/545 (5-6) L/240 - BCLL: 0 Rep Mbr Increase No - Web: 0.27(3-6) HorzTh Q03 in 5 BCDL: 10 LvmberD.O.L: 125% f)4/fl FESS - Reaction Summary /? - . . IF BrgCmnbo Brg\MdthRqdBrgWdth MaxReacV MaxGravUplrft MaxMWFRSUphft Max C&CUphft MaxUphft MaxHoriz I 1 3.5 in '4 1.50 in 1 820 lbs - — -122 lbs -122 lbs -45 lbs CID 5 1 3.5 in 1.50 in 980 lbs . -221 lbs -221 lbs Material Summary - Bracing Summary ' No. C725171'tt M. TC DFI2P2 2. 4 ' IC Braciag Sheathed or Patims at 3-9-0 Pwlin design by Others. W Exp06.30.2016 BC DFL6IB 2x4 .• BCBracing SheathedorPurlinsaslo-0-0,PurlindedgnbyOthers. Webs DFLStandard 2x 4 - S • Loads Summary-. 5•' . . --' . - -: I) This truss has bsendeisgned for theeffects due to 10 psf bo5cnn chord live toad plus dead loath S - 2) mistress has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input ItO mph (Factored), Exposure C, Eec1 CA Gable/Hlp,RiskCategm-y lJ,Overall Bldg Dims 5Oftx60 ft,h'=z3 f1Ni1 End Zone Tnns, Both endwebsconsiderecl L= 1.60 - . 3)MininiwnisoragealticloadinghasbeenappiedinaccordancewithlBCl6O7l j4) A 1,000 lbs moving point live toad has been applied to the BC concurrent with other dead loads S. Member Forces Summary late iniBmim: Minter ID, sax CSI, mxmialfiac (nuscaiz tone ifdifeiml finn urn ir'ãis fosa Only hers giniler than 92]Is sin shoivn in this labtc it 1-2 (13 -1,05 Its 3.4 - (55)4 - -1,I9211s . '- - 2-3 0555 -1.192 Is 4-5 (1715 .101 1, BC 5-6 (1917 1.437 Its (-91 Its) 6-I . 0926 1.4711 Its (-1661(s) 9(66 2.6 (5210 -49211s 13.6 . ((374, 67466 - 46 0190 -44566 - 'Notes: I) Unless noted otherwise, do not cut or alter any truss mernbei or plate without prior approval from a Professimsel Engineer. This truss has been designed using the green service reduetion factors When this train has been chosen for qualityàssirance inspection, the Double Polygmi Method pur TN 1-2007/Chapter 3 thall be used. The fabrication tolerance for this roof aim is 10%(Cq=0.80).' Brace bottom chord with approved sheathing or purlms per Bracing Summary. . • 6)dwindaplifi reactions based cmMWFRS&C&C loading -I-- A1LPERSONSFABRJCA11NG, HANDUNG, ERJICFING OR INSTAWNG ANYTRUSS BASED UPON THIS -TRUSS DESIGN DRAWING ARE INSTRUCTEDIO TrueBuild® Software v552.19O REFER TOAU.,OF THEINSTIitUCi10NS,'LIMITATIONS AND QUAUFICATIONS SET FORTH IN THE EAGLE METAL PRODUCT'S DESIGN NOTES ISSUED WITH Eagle Metal Products, THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VAUD ONLY WHEN EAGLE ME17ALCONNEC1DRS ARE USED. Wlas,TX75Z34 - 1060254 0017/0031. ,-U '-1 ',•'ti ,')'i• ' - Rosamond TrussInc.1 .th. Truss: C9 - Rosamond, California I •.'°' - JobName: 15-1360 Buena Vista Colony - PH: (661)256-8575. Designer. TonyFabtan web: www.rosaniondtniss.com . Date: 04/01/16 1152:14 Page: lo I Q SPAN PITCH QTY OHL OHR • CANT L, CANT R PLYS SPACING WGT/PLY 18-0-0 5/12 I 0-0-0 0-0-0 0-0-0:' 0-0-0 2 24m 84 lbs 18-0-0 .' - - - 5-2-12 3-9-4 3-9-4 5-2-12 5-2-12 9-0-0 12-9-4 18-0-0 - - 4)34 4xY 411 1215 4 5L- Al 0-0-0 • I 5-2-12 3-24 3-9-4 0-0-0 5-2-12 I 5-2-12 9-0-0 12-9-4 18-0-0 All plates shown to be Eagle 20 unless otherwise noted. -- - - - Loading (psi) General CS! Summary Deflection - - L/ (lc). Allowed TCLL: 20 BldgCode: CBC2013/ TC: 0.73(1-2) Vert TL: 0.26 in L/806 (8-I) L/180 - TCDL: 16 TPII-2007 BC: 0.96(8-I) Vert LL: 0.11in L/999 (8-I) L/240 BCLL: 0 Rep Mbr Increase No Web: Q9](2-8) Harz T1.: 0.07 in 5 BCDL: 10 LcmberD.O.L: 125% - 04/01/ OFESS/OA, Reaction Summary IT - BrgCombo BrgWdthRqdBrglMdth MaxReact MaxCiravUplift MaxMWFRSUpIift MaxC&CUplift Maxtiplift I Max Horiz 4 3.5 in 1.78 in 3,329 lbs 26 lbs - --.' Material Summary Bracing Summary (D '. No 7217 r- '26710 TC DFL#IB 2x4 TCBrscing Sheathed orParlinsat4-2-0, Purim deingnOthera by . XP BC DFLSS 2x 6 BC Bracing Sheathed rPorlinl0-0-0,Pwlindetign by Others tAirbs DFL Standard 2x 4 - Loads Summary . CI I) Ths buss has been detigned for the efFects due to 10 psf bostan chord live load pies dead Inoibs -, - This truss has been designed for the effects of wind loads in accordance WIthASCE7 -tO with the following user defined input 110 mlth (Factored), Exposure C, Fuel d, OF CM-\ - Gabte1Hp,RiskCategoyll,OveralBldgDms50ftx 60 k h=2NoEndZoneTrtssBothendwebscondered WL= 1.60 Moumian enrage attic loading has been applied In accordance with IBC 1607.1 -. - - 4)A 1,070 lbs moving point live load has been applied to the BC concurrent with other dead loads. - LoadCaseLrl:dUveLoad Point Loads Member Location Direction Load Tub Width -. Bet 1-1-0 Down 468 lbs ,Bat 3-1-0 Down 471 lbs . Bat 5-2-12 Down 1,442 lbs Sot 13-7-7 Down 724 lbs Load Case DI: Sid Dead Load -. Point Loads Member Location Direction Load Trib Width Bot 1-1-0 Down 620 lbs • - Bet 3-1-0 Down 624 lbs Bet ' 5-2-12 Down 1,911 lbs - Bet 13-7-7 Down 960 lbs Member Forces Summary itote iudivam: mente, to. non CS!, oonirdotfcnue, (-w. hair trthIfnu han nuaat fam)i Only haea gesin than Etits nit shown in this 014w - IC -2 0.290 -5,427t14 3-3 0.252 -732t10 3-4 0.253 -2,730t1ni -' 4-5' (1369 -3,975 lbs is 5-6 0.691 3,556 tIn 6-7 13359 3.5561ts 7-0 0.410 5.W2 tt . - 8-I 0694 5At2 tIn Mft 2-8 (1914 22t91tn 3-7 Q788 t,9391tn 4-6 0.356 876 ft ---,, - - 2-7 0.414 -Z87515s 4-7 (1 162 -1.214ttu ' Notes: I) Unless noted otherwise, do not cut or utter any thea member or plate without tnior approval from a Professional Engineer. ,2) This truss has been designed using the green service reduction factors. 3) When this truss has been chosen for quality assurance innpection, the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used The fabrication tolerance for this roof truss is 10% (Cq = 0.90). Brace bottom chord with approved sheathing or purlins per Bracing Swnmary. 13 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE lNSiRtJCTEDiD ' - TreBuild®Scftwar5.5.2:l90 REFER TOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SEt FORTH IN THE EAGLE MEFAL PRODUCT'S DESIGN NOTES ISSUEDWITH ' Eagle Metal Products - THIS DESIGN/IN]) AVAILABLE FROM EAGLE UPON REQUEST DESIGN VAUD ONLY WHEN EAGLE METALCONNECTORS ARE USED Dallas, IX 75210 - - 10602540018/0031 I __i- '7 n • I' -. Rosamond Truss, Inc. Truss C9 - Rosamond California JobName: 15-1360 Buena Vista Colony PH: (661) 256-8575 Designer: Tony Fabian -:\th:wvwrosamondtruss.com Dale: 04/01/16 11:52:14' Page: 2of2 SPAN PFCH. QTY OHL OHR CANT CANT PLYS SPACING WGT/PLY 18-0-0 5/12 1 0-0-0 0-0-0 0-0-0 0-0.0 2 24 in 84 lbs Theforcesdsown for thismuinplyisdse Per ply arid eactioasare for all plies Tw identical rurwssirnJlhe built arid aaschedas follows, per ply: 12dNaiLsor Gun Nails (min .I35'x3 1l8]1t-1 row l2inoc,BC -2aggredrows®l2iaoc,Vrbbs-lmw®l2inoc. - Provided the hanger connections dotioladquatelytranofertheapplied load toall plies intddition to connectors shown above, attach each pair of girder plies with supplemental l2d Nails or Gun Nails [min .135"x3 1)8] as -follows within 24 of the location shown: . BC: 1-I-O(7)Connectors - - - BC: 3-I-0,(7)Connectors BC: 5-2-lZ(20)Conitectors BC: 13-7-7,(10)Connectors Connectors shall not encroach on other girder ply connectors or connectors in accordance with the NDS or the connector manufacturer recommendations.- When applied loads are on one tide of girdei do notflipgirder duriaggirder connector installation, install connectors onthegirder tide where supported loads are applied. When applied loads are on both tides of girder, doable the spacing and install half of the connectors an one tide of girder and then flip the girder to inttall the other half of the connectors on the opposite tide (at double the connector spacing). Connectors on opposite tides of the girder shall bcoffset - Lateral bracing shall be attached to each ply. - - -. 9) All fasteners mini mum 2-If2" long, talern otherwise noted. - - IO) Nails in lu arid 2nd ply shall bo offset from successive plies t tt2 the nail spacing II) Udad wind uplift reactions hazed on MWFRS & C&C loading - - - - - - 5- -n- r -•.. -2 r ' . - - "I I. - .• --- -I ' •-r.• •- -. ,- l ALL PERSONS FABRICATING HANDLING, ERECIING OR INSTAWNG ANURUSS BASH) UPONThIS 1RUSS DESIGN DRAWING ARE INS11UCrED10 TrueBuild® Software v552.190 REFER TOALLOFThE INSIRUCTIONS, LIMITAI1ONS AND QUALIFICATIONS SET FORTH IN ThE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Motal Products; THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VAUD ONLY WHEN EAGLE MEfALCONNECTORS ARE USED. rtan TX 75274 10602540019/0031 Rosamond Truss, In! Truss: Dl Rosamond, California ' JobName: 15-1360 Buona Vista Colony PH: (661) 256-8575 Designer: TonyFabtan - web: www.rosamondtruss.&,rn:' 04/01/16 1152:16 SPAN PITCH QTY OW. OHR CANT L CANT R PLYS SPACING WGTIPLY -15-1-8 5/12 1 0-0-0 0-0-0 0-00 0-OM - - - -. 224th - 74 lbs 0- 2-14 3-7-1 3-7-2 3-7-1 4-1-6 0-2-14 3-9-15 7-5-1 11-0-2 2-0-10 :- 2-0-10 15-1-8 1215 n 41 32- 42$- 1.44 474 -. --.0-0-0 - - . 3-9-15 3-7-2 3-7-1 - : ' 00-0. 4-1-6 I 3-9-15 7-5-1 -- 11-0-2 15-1-8 - All plates shown to be Eagle 20 unless otherwise noted. - - Loading (psi) General Cs! Summary Deflection - - L/ (bc) Allowed ..,Carried Loads (1af) BldgCcde: CBC2013/ IC: 0.47(2-3) Vert TL. 0.0iin L1999 (7-8) L1180 TCLL: 20 IPll-2007 BC: 0.28(6-7) Vert L1_- 0.03 in L/999 (7-8) L1240 TCDL: 16 Rep Mta Increase No Web: 0.17(3-10) HorzlL Q02 in 6 BCLL: 0 LumberD.O.L: 125% BCDL: 10 Reaction Summary -' . 04/01/ FESSi if BrgCombo Brg'.MdthRqdBrgwdth MaxReact MaxGravUdift MaxMWFRS Uplift MaxC&CUplift. Max Uplift -MaxHeriz ID I 1.5 in -- 1,684 lbs . . - -45 lbs - 6 I 3.5m 1.50 in 1,290 lbs 0 - Material Summary Bracing Summary - IC DFL92 2x 4 IC Bracing Sheathed orPwl&3-oParlin design byOthers. ' No C72517 BC DFL92 2x 6 BC Bracing Sheathed orPurIinsatI0-0-0,PurIthdedgntOthersLJ E XP -0 - -2016 . , Webs DFL Standard 2x 4 . i 'LoadsSummary - -* I) This buss has been designed for the effects due to 10 pof bottcan chord live load plus dead loads. 2) This truss has been designed for the effects of wind loads in accordance withASCE7 - tO with the following user defined input: 110 mph (Factored), Erqxoare C, Enclose . Cl Gable/Hip, RiskCategory 11, Overall BldgUms5O f1x60k h=23 k Not End Zone Truss, Both end vvebs considered WL'l.60 - 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 'OF CM.\ 4)A 1,02 art 0 lbs moving po live load has been applied to the BC concurrent with other dead loads. Load Case Lrl: Std Live Load Distributed Loads Member Location I Location 2 Direction Spread Start Load End Load Irib Width Top 0_1 1-11 10-3-5 Down Pre 62.19plf 62.19p1f Top 0-0-0 0-I1-I1 Down Proj 40plf 40p1f lop 10-3-5 lI-I-S Down Proj 40p1f 40p1f. Point Loads Member Location Direction Load lribWidth TOP 0-I1-I1 Down 253 lbs Top 0-3-5 Down 253 lbs . Load Case DI: Std Dead Load -. Distributed Loads - Member Location I Location 2 Direction Spread Start Load End Load Trib Width Bot 0-0-0 0-1I-I1 Down Proj 24.37p1f 24.37p1f Top 0-1I-I1 0-3-5 Down Proj 49.75plf 49.75p1f Dot - 0-I1-11 10-3-5 Down Proj 24.37 plf 24.37 plf Dot 0-3-5 1 15-1-8 Down Proj 24.37 plf 24.37 plf Bot' , 0-0-0 15-1-8 Down Proj 1015f tOplf TOP - 0-0-0 0-I1-I1 Down Proj 32p1f 32p1f TOP - 10-3-5 IS-I-S Down Proj 32p1f 32p1f Point Loads Member Location Direction Load Irib Width TOP 0-I1-I1 Down 202 lbs -Top 10-3-5 Down 202 lbs Member Forces Summary Iatn indisstm: bleater U), non CB, una mind ram, (nnnoarV tam if alrnmt rena nun iat taWh Onlytaces aarnlmthnrn U)ts am shun.. in this Me. 14 ttan -1,114 ta I 5-6 (695 -t473 lbs - - 4-5 o. It.. - ALL PERSONS FABRICATING, HANDUNQ ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE tNSTR6CrE61O -' .TBiiild®Soflascie552.l9O L REFER TOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SEf FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUEDWITH - - Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED Danas, 1)175144 1060254 0020/0031 - Rosamond Truss, Inc. Truss: Dl Rosamond, California JobName: 15-1360 Buena 'vIsta Colony PH: (661) 256-8575 Designer TonyFabtani' t Wiwww.rosaniondtruss.com Date: 04/01/16 1152:16 Page: 2of2 SPAN PITCH QTY - OHL - OHR CANT L CANT R PLYS SPACING . ' WGT/PLY 15-1-8 5/12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 24 in 74 lbs . ec ttt- 1;349 Its I9-° - Q2% Oft) Its I'° 0.272 L560 Its - 19-10 (0232 1.1741te I I---. Notes: I) Unless noted eatmrwisn, do rot cut or alter any truss member or plate without prior approval from a Professional Engineer This Irons has been deagned using the green service reduction factors. When this truss has been chosen for quality assurance inspection, the Double Polygon Method per 11'l 1-2007fCleqater 3 shall be used. The fabrication tolerance for this roof truss is I0%(Cq= O.). California Girder setlssck equals 4-10-8, Inns spacing behind girder equals 2-0-0, there is no second girder setback end jack type is Open Faced, and the corner girders are Rafter', Hanger position is for graphical interpretation only. Hanger shall be specified by (floss manufacturer per 11'I I. Provide adequate drainage to present ponding -* Brace bottom chord with approved sheathing or purlins per Bracing Stanmary. 9) The forms shown for this multimply truss are per ply and the reactions are for all plies Two identical Mims shall be built and attached as follows, per ply: t2d Nails or Gun Nails [in in.135's3 t,B']lC-t row® I2inoc,BC'o -2 staggered rows ® 12 inec, Weiss- I- row ® 12 ic. Provided the hanger connections do not adequately transfer the applied load toall plies in addition to connectors shown above, attach each pair of girder plies with supplemental l2d Nails or Gun Nails [mm .135'x3 1/8] as follows within 24 of the Icaratma shown: TC:0- It- It,(3)Conrarctors - TC: 10-3-5,(3)Connectors Connectors shall not encroach on other girder ply connectors or urns-to-Inns conirect&s in accordance with the NDS or the connector manufacturer recotnmendatiotw TO) When applied loads are on one tide of girder , do not flip girder during girder connnclor installation, install connectors on the girder isde where supported loadsare applied. When applied loads are on both sides of girder, double the spacing and install half of the connectors on one tide of girder and then flip the girder to instal the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite si des of the girder shall be offset II) Lateral bracing shall be attached toeach ply' 12) All fasteners min imum2-t!2'long,uiless otherwise note ct 13)Nailsistsl and 2nd ply shall be offset from siiccessive plies by It2 the nailspacing. 14) Where required, sufficient girder hangers shall be provided (by others) to resist reactions showit IS) Listed wind uplift reactions hosed on MWFRS & C&C loading -5. • r, ALLPERSONSFABRICAITNQ HANDLING, ERECTING OR INSTAUJNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO •TrUeBuild® Software v5.52.19Or REFER TOALL OF ThE lNSTRUC110NS. UM11Xfl0NS Mi]) QUAUFICATIONS SEf FORTh IN ThE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. -. Dallas, 171 75234 - -' - - 1060254"0021/0031 Rosamond Truss, Inc.r Truss: El Rosamond, California . JobName: 151360 Buena Vista Colony PH: (661)256-8575 Designm TonyFabian web: www.rosamondtrUss.com , 04101/16 11:52:17 SPAN PITCH QTY 01-il. OHR CANT L CANT R PLYS SPACING WGT/PLY 22-6-11 5/12 I 0-0-0 2-0-0 0-0-0 0-0-0 2 24m 104 lbs - 24-6-11 2-2-2 3-77 49-2 4-9-2 377 . 377 ' 20 2-2-2 5-9-9 10-6-11 15-3-13 18-11-4 22-6-11 ¶ 3-4-4 - --4-4 - - - - 13 14 1.5&4 7215 T 3 3- 15 T 1.4l ' - - 0-0-0 -, . 0-0-0 - - - Tv - 5-9-9 4-9-2 4-9-2 7-2-14 5-9-9 10-6-11 15-3-13 22-6-11 . . All plates shown to be Eagle 20 unless otherwise noted. 1, - . -Loading(pst) General CSL Summary Deflection - . L/ (lc) - Allowed Carried Loads (psf) BldgCode: CBC2OI3/ TC: 0.58(5- Vert TL: 0.271n L/977 (9-10) L/180 TCLL: 20 TPI 1-2007 BC: 0.84(7-8) Vert LL: 0.13 in L/999 (9-10) L/240 TCDL: 16 RepMbi-lncreaseNo Web: 0.39 (2-11) Harz TI_' 0.1 in 7 - BCLL: 0 LumberD.O.L: 125% - BCDL. 10 - - Reaction Summary - IT BrgCombo Brg'iMdthRqdBrg'iMdth MaxReact MaxGravUplift MaxMWFRSUplift MaxC&CUpIift MaxUplift MaxHmiz $ - 4' .•,, 1 1.5 .7 : -, -53 lbs CO 1 3.5 in 1.72 in 3XO lbs Material Summary Bracing Summary - No. C72517 NI IC DFL#2 2x 4 TCBracing Sh1hedorPurtinsai5-3-O,Purlindeingnby0thers Cll . - EXp06.30.2016 3 BC DFLE2 2x 4 BC Bracing: SheathedorPorlinsatlo-0-oPwlindedgo Others Webs DFL Standard 2x 4 Loads Summary - - . -' Ths truss has been designed For the effects due to 10 psi bottom chord kas load plus dead loads. This truss has been designed for the effects of wind loads in accordance withASCE7 -lO with the following user defined input 110 mph (Factored), Exposure C, Eel Gable/Hip, Rids Category II, Overall Bldg Dims 50 It x 60 ft h = 23 ft Not End lain Truss Both end webs considered WL 1.60 Q Minimum storage attic loading has been applied In accordance with IBC 1607.1 - - "4) A 1(60 lbs moving point live land has been applied to the BC concurrent with other dead loads :Load Case Lr1: Std Live Wad Distributed Loads - - Member Location I Location 2 Direction Spread Start Load Bid Load TnbWalth Top 6-6-6 14-7-0 Down Pry 120 plf 120plf Top 0-0-0 6-6-6 Down Proj 40 plf 40 plf - Top 14-7-0 24-6-1I Down Proj 40 plf 40 plf Point Loads Member Location Direction Load TribWidth lop 6-6-6 Down 683 lbs Top 4-7-0 Down 683 lbs Load Case Dl: Std Dead Load Distributed Loads Member Location Location Direction Spread Start Load EadLitad.. TribWidth Bot 0-0-0 6-6-6 Down Proj 40 plf 40 plf Top 6-6-6 14-7-0 Down Proj 96 plf 96 plf - -Bot 6-6-6 14-7-0 Down Proj 40 plf 40 plf Bat 14-7-0 23-6-It Down Proj 40 plf 40 plf 'Bat 0-0-0 23-6-It Down Pry 10 plf tOplf Top 0-0-0 6-6-6 Down Pry 32 plf 32 plf Top - 14-7-0 24-6-I1 I)owi, Proj 32p1f 32p1f Point Loads Member Location Direction Load TribWidth Top 6-6-6 Down 546 lbs Top - 14-7-0 Down 546 lbs ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSIRUCrEDlO . TnteStiild®Softe552.190- REFER TALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE MEtAL PRODUCTS DESIGN NOTES ISSUEDWITH - - Eagle Metal Ptoducts - - THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTI)RS ARE USED " Dato DC 75234 - - 1060254 0022/0031 Rosamond Truss, Inc. Truss: El Rosamond, California JobName: 15-1360 Buena Vista Colony '.PH: (661) 256-8575 Designer: TonyFabian- vëb:-vwwrosamondtruss.EDm Date: 04/01/16 11:52:18 - Page: 2of2 QTY OHL-' ,, OHR CANT L CANT R PLYS SPACING WGTIPLY 1. . 0-0-0 2-0-0 0-0-0 0-0-0 2 24 in 104 lbs - 1161e in,6ra1ra: Har to, —CSI. sirs uriattince, (nsx o,rs terse if dffe,ent fum nix, a,'ial tinsel Only fm= geatr,thau 3)154 ace aIrmen in (tars table -. Notes: I) Unless noted otherwise, do not cuter alter uz truss member or plate without prier approval from a Professional Engineer. - This hiss has been designed using the green service reduction factors. When this truss has been chosen for quality assurance inspection, the Double Polygon Method per 'Ii'! 1-2007/Chapter 3 shall be used. .- 4) The fabrication tolerance for this roof truss ist0%(Cq=O.) - 5) California Girder setback equals 8-0-0, truss'cing behind girder equals 2-0-0, the second girder setback equals 4-0-0, end jack type is Open Faced, and the corner girders are Rafteric Hanger position is for graphical interpretation only. Hanger shell be specified by truss manufacturer per TPI I. 7) Provide adequate drainage to prevent ponding' - - - 8) Brace bottom chord with uroved sheathing or purlins per Bracing Summary 9)The forces shown for this multi-ply truss are per ply and the reactions are for all plies. Tum identical trusses shall be built and attached as follows, per ply: , I2d Nails orGiai Nails [min .I35'x3 l/8')TC- I row® 12inoc, BC -1 row® 12in0c,Vikbe-Irow@ 12inoc. Provided the haziger connections do not adequately traiufer the applied load loall plies iti"uddition tocotmectors shown uhove, attach each pair of girder plies with supplemental l2d Nails or Gun Nails [min .135's3 1/8") as' follows within 24'of the location shown: TC: 6-6-6,(7)Connectois TC: 14-7-0,(7)Camectors Connectors shall not encroach on other girder ply connectors or truss-to-truss connectors in accordance with the NDS or the connector manufacturer recommendations 10) When applied loads are on one tide of girder, do not flip girder duringgirderconnector installation, install connectors on the girder tide where supported loadsare applied. When applied loads are cm both tides of girder, double the spacing and install half of the connecters on one tide of girder and then flip the girder to install the other half of the connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shalt be offset Il) Lateral bracing thallbe attached to each ply . 12)All fautenersmmimum 2 112 long cnlem otherwise noted l3) Nails mlctund 2nd ply thallho offset froth'cewiv pliésby l12tbenailsBcirig 14) Where required, aifficierngirder hengersdlaflbeprovidedOp others) thretistreactic,mshow,j IS) Listed wind uplift reactions hosed cm MWFRS & CRC loading 6 - '-- •'('I('r• - - ' ,. ,'_((-' •' - , ....... , J - : - .. ALLPERSONS FABRICAITNGHANDUNG, ERECTING OR INSTAU1NOANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCITD1O TnteBulld® Software v5.52:190 REFER TOAIL OF THE 1NSTh TI UC110NS. LIMfLONS AND QUAUFICATIONS SET FORTH IN THE EAGLE MEIAL PRODUCTS DESIGN NCYEES LSSUFDWITH Eagle Metal ProductsTHIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VAUD ONLY WHEN EAGLE METALCONNECTORS ARE USED. rx t - . 1060254 0023/0031 SPAN,. P1TQ-I 22-6-11 5/12 Mpmhpicnrc'onc Si,mmor, 'It 2-3 ' 6553 -3,153154 - - 3.6. (1392 -3,465154 34 655) -2,893154 6-7 (1392 -3,312 Its 4-5 (6539 -3.3)9154 OC 7-8 (1842 3,2tolls 8-ID 117%3.645 - 116 - -. tO-Il 117% 3.643154 - ti-IS 9.7t9 1,996 ft (tots 2-12 U -2,317 Its 4-!I (1151 - -919(54 2-Il (1397 954 Its I- •Q -537 Its 3-Il (1 140 312154 15-8' 6189 465154 Rosamond Truss, Inc ' Truss: E2 Rosamond, California (- JobName: 15-1360 Buena Vista Colony PH: (661)256-8575 Designm TonyFabian' web: wwwosamondtruss.coth. - 04/01/16 11:52:19 SPAN PiTCH QTY OHL OHR CANT L CANT R PLYS * SPACING WGT/PLY - 23-2-I 5/12 I 0-0-0 2-0-0 0-0-0 0-0-0 1 24 in 105 lbs 25-2-1 - : •-'-- : - 3-9-8 4-7-7 5-6-4 4-7-7 '4-7-7 2-0-0 - 39-8 8-4-15 13-11-3 - 18-6-10 23-2-1 4-2-4 4-2-4 - - - - - 12 13 3V N 7215 Hu 114 - 0-0-0 'S .0-0-0- 4-7-7 5-6-4 - ' - 4-7-7 - 4-7-7.. - - 3-9-8 8-4-15 13-11-3 18-6-10 23-2-1 -. ' All plates shown to be Eagle 20 unless otherwise noted. •S , S - -- Loading (psi) General Cs! Summary Deflection L/ '(lc) - Allowed '. . Carried Loasls(psf) BldgCode: CBC2OI3/ TC: 0.40(1-2) Vert TL: 0.21 'an L/999 (7-8) - L/ 180 TCLL: 20 TPI 1-2007 BC: 0.83(7-8) Vert LL: 0.12th L/999 (7-8) L/240 TCDL: 16 Rep MbrincreaseNo Web: 0.33(5-8) Ham TL* 0.091n 6 BCLL: 0 Lumber D.O.L: 123% CDL. 10 04/01/ rFESS16 Reaction Summary . ff BrgCombo BrgWldthRqdBrgMdth MaxReact MaxGravUplift MaxMWFRSUplift MaxC&CUplift MaxUphft MaxHoriz - <3 p. He,4y ('- - - I 1.5 in -- 1,095 lbs -76 lbs ' -76 lbs - -38 lbs 6 I 3.5 in 1.50in 1249 lbs - -16611w -16611w ' - CO 'Material Summary Bracing Summary — S ' IC DFL#2 2x 4 TCBracing Sheathed orPurlthsat3-10-0 Ptwlin design byOther 3 NO C72517 BC DFL 1/2 2w 4 BC Bracing Sheathed or Purlinsat 10-0-0, Purlm design by Other Ci - Exp-0630.2016- Webs DFL Standard 2 x Loads Summary S This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. , . This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defused input 110 mph (Factored), Exposure C, Foal d, Gable/I-lip, Rids Category It, Overall Bldg Dims 50 ftx60 ft.h = 23 0 Not End Zone Truss, Both end webs considered WL 1.60 - - Minimum storage attic loading has been applied in accordance with IBC 1607.1 - . .4) A 1,1800 lbs moving point live load has been applied to the BC concurrent with other dead loads -Member Forces Summary 'titan irnttoitm: Monte, tO, rnax CS!, im,r a6atlinne, (ou'50nm9w raise if s5ffoent fmn nux axial rinseS Only losses gmdmtban Sass an shown in this tatte - - - Jr, -2 0.400 -tan lbs 3-4 0,329 -1,568 ta 56 0. -Z307 Its 2-3 0.343 -1,754 firs 4-5 0.298 -1,797 ta - 981 6-7 5.710 23771ta 8-tO (6719 1,93115w 11-1 0.551 1,77415w (-3315w) 7-8 (5831 s,oiiita tn-ti n-sot L774 lb, (-351ta) 1 'SIts 2-11 0135 333 Its (-ti as) s-to 5142 350 ta 5-8 0.329 -693 ta 2-10 058 439 lbs 4-8 (52t0 336tta 5-7 0.159 3921ta . Notes: r1) Unless noted otherwise, do Ins cut or altar any truss member or plate without prior approval from a Professional Engineer . S This truss has been designed using the green service reduction factors S ' - When this buss has been chosen for quality assurance inspection, the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used The fabrication tolerance for this roof truss is 10% (Cq = 0.50). - Hanger position is for graphical interpretation only. Hanger shall be specified by truss manufacturer per TPI 1. - -, Provide adequate drainage to prevent pending Brace bottom chard with approved sheathing or purlins per Bracing Swnmary. ' 8) Where required, sufficient girder hangers shall be provided (by others) to resist reactions shown. .9) Limed wind uplift reactions based on MWFRS & C&C loading 4 .9 - S ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO --. -. TnieBui!d®Softwarev5.52.190 REFER 'JO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH INTHE EAGLE METAL PRODUCTS DESIGN NOTES ISSUEDWITH-. ':'Eagle Metal Proditcis THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED ' Dallas 11(73334 1060254 0024/0031 -. - - Roaond Truss, Inc--.. Ts: E3 - - Rosamond, California -. JobNanse: 15-l360 Buena Vista Colony PH: (661) 256-8575 Designer. Tony Fabian a ,Feb:www rosamondI3usscm Dale: 04/01/16 1152-20 Page. 1 017 SPAN. •. PITCH QTY •. - OHR CANT CANTR PLYS SPACING WGTIPLY. 23-9-6 5/12 I 0-0-0 2-0-0 0-0-0 0-0-0 1 24 in 92 lbs 25-9-6 I - -6-1-4 - 5-8-2 - 5-8-2 6-3-14 2-0-0 6-1-4 11-9-6 17-5-8 23-8-6 5fT2— 1.51A k 1.5x4 4 —1215 8-0-0 - 7-6-12 8-2-10 0-0-0 5-0-0 - - - - r 15-6-12 •• 23-9-6 I. All plates shows to be Eagle 20 unless otherwise noted. . .. . - Loading(psl) General -'. o. - CS! Summary Deflection Li ' (foe) Allowed TCIL: 20 BldgCmie: CBC2OI3I. TC:, 0.68(4-5) Vert TL: 0.461n L1606 (5-6) L/180 TCDL: 16 TPI 1-2007 BC: 0.94(5-6) - Vert LL: . 0.33 in L1853 7 L/240 BCLL: 0 Rep MbrincreaseNo - .Web: 0.33(3-6) - . - HorzTh Q05 in 5 BCDL: 10 LumberD.O.L: 125% . Reaction Summary Jr BrgCombo BrgMdthRidBrg'iMdth MaxReact Max Grav Uplift MaxMWFRSUplift MaxC&CUplifi 04I0193i Z MaxUplift MaxHeriz I I.5in - 1,0881bs - - ' - -I23lbs -I23lbs -471bs - ,. - . ' <(> S 1 3.5in 1.50 in l,2441bs . -2111bs -211 kw o <<, , Material SUmIry ,. Bracing Summary .: ,) ' .. TC DFLI!2 2x 4 . . - IC Brscmg Sheathed or Pwlmsat 3-8-0, Pialin design by Others BC DFL#IB 2x4 (' () ' N 7')l 7 ITt - .. . .. ;. BCBracjng Shea gn dorPurlinsatl0-0-0,Purlind by Others, Webs DFLSlandard 2x 4 . - W ITI ct Exp-06.30.2016 0 Loads Summary , I) This Inns has beeis deagned for the effects due to JO pnf bosom chord live load pies dead loads. This scn designed for the effels of wind leads in accordance wiIhASCE7 -JO with the following user defined input: 110 mph (Factored), Exposure C, Enclose C, • GabIe1, Risk Caagoyn, Overall Bldg Dims 50fix 60 fl, h=23fi,NotEM Zone Trus Both end webeconsidered WL= 1.60 Minimum —age attic leading has been applied in accordance with IBC 1607.1 OF c1 4)A 1,0)0 11w moving point live load has been applied to the BC concurrent with other dead oasis . Member Forces Summary .5iuIeJndiwios: 5to, ID mruCSl, nmasiatfuucw (nesoanp Sac ifdffe,nuufmn nususot dlnur OuI),bur gnsituslhaa 95118 arshn,va in this talus - IC 1-2 (5551 -2,149118 3-4, 0426- -I,anits I 2-3 0412 -l8931S - 4-5 04 - -2,171 Its BC 156 0936 1.938Its (-11)16,8' -6932 I,3WIts.......1-6118) 8-I 0.893 1.916118 (-116118) 1 - (5ds 2-8 (5(88 425118 3-8 0313 77111s ,, (-26118) 3-6 (8326 803 ft 14.6 (1093 .4326s - - - Notes: I) Unless noted otherwise, do not cut or after any trios member or plate without prior app roval from a Professional Engineer. -2) This man has been designed using the green service reduetion factors - - 3) When this Iris has been chosen for quality asairance inspection, the Double Polygon Method per 11'I 1-2007/Chapter 3 shall be used - The fabrication tolerance for this roof tries is 10%(Cq0.90). L , Hanger position is for graphical interpretsition only. Handr shell be specified by thins manufacturer per 'Ii'I I. . Brace bottom chord with approved sheathing or purlins wrBracingSummary -, - - Where required, sufficient girder hangers shall be provided (by others) to resist reactions shown. Listed seirl uplift reactions based on MWFRS & C&C leading - - - - A PERSONS FABRICATING, HANDLING, FRECnNG OR INSTALLING ANYTRUSS BASED UPONThIS TRUSS DESIGN DRAWING ARE tNSiiWCFEDIO - Tnteliuild® Software v552:I90 - - REFER TOAI.LOETHE INSTRUCI1ONS, LtMflATIONS ANDQUAUFICATIONS SET FORTH IN ThE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products ThIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VAUI) ONLY WHEN EAGLE METALCONNECTORS ARE USED. - ounn Dt 75234' - - - . - 1060254 0025/0031 Rosamond Truss, Iiié.0 Tiuss: E4 Rosarnond, California J' JobName: 15-1360 Buena VistaColony PH: (661)256-8575 - I.. Designor. TonyFabtan web: www.rosamondtruss.com, - 04/01/16 11:5221 SPAN PITCH QTY 01-IL 01-JR CANT L CANT R PLYS SPACING WGT/PLY 24-0-0 5/12 5 2-0-0 2-0-0 0-0-0 0-0-0 1 24 in 116lbs 28-0-0 24)-0 4-9-0 4-9-0 2-6-0 2-6-0 - 4-9-0 4-9-0 2-0-0 4-9-0 9-6-0 12-0-0 14-6-0 19-3-0 24-0-0 - 4- 41 1.441 0-0-0 - 4-9-0 4-9-0 5-0-0 4-9-0 0-0-0 4-9-0 - 4-9-0 9-6-0 14-6-0 19-3-0 24-0-0 All plates shown tobe Eagle 2O unless otherwise noted. Loading(psf) General - CS! Summary Deflection -1 IJJ'.-1'-(loc) .Allowed TCLL: 20 BldgCode: CBC2OI3/ TC: 0.36(2-3) VertTL: Q38 in L1740 (8-9) - L/180 TCDL: 16 TPI 1-2007 BC: 0.88(9-I1) Vert LL: Q28 in L/999 (8-9) L/240 - BCLL: 0 Rep Mbr Increase fes Web: 031 (3-13) Herz TL- 0.08 in 7 - 'BCDL: 10 LumberD.O.L: 125% 04/01/ oESSio - - Reaction Summary - . - -.IT BrgCombo BrglMdlhRqdBrglMdth MaxReact MaxGtavUplift MaxMWFRSUpIift MaxC&CUdift MaxUplift - MaxHoriz 0 43 - I 3.5 in 1.54 in 1448lto -13911to -I39lbs. -23lbs .. . if .7 I 3.5 in 1.54 in 1,4481110 -1391bs ' -139 lbs - - . . No C72517 r' rn Material Summary Bracing Summary - EXP-06.30.2016 TC DFL#2 2x 4 TCBracing SheadmdorPerlinsat3-8-oPwlindetigobyOdsers - 'BC' DFL922x4 BCBracn,g Sheathed orPwll0-,Perl design byOtlwr& Webs DFL Standard 2x 4 . -'Loads Summary . - VU' I) This truss has been designed for the effects due to 10 pef bottom chord live load plus dead beed& - - 2) This truss has been designed for the effects of wind loads in accordance withASCE7- l0 with the following user defined input lI0 mph (Faclorec, Eq,emireC, End F CA GabletHip, Rids Category II, Overall Bldg Dims 50 ft x60 ft h = 23 k Not End Zone Truss,Both end webs considered WL = 1.60 .3) Minimum storageattic loading has been applied in accordance with IBC 1607.1 4) A 1,600 lbs moving point live load has been applied to the BC concurrent with other dead loads. Member Forces Summary 'ttote indtosscs: Merrin to, nun CSI, nnxa-dalfa (nun nosn. fuse if ilifoost hens msxasial fenen Only buses qWa than X(Itn ass shnsvn in Ibis lathe 'IC -2 0.275 -2700 tIn 3-4 0.50! -l3u 5-6 0.350 -Z346 Its . 2-3 Q358 -2346 It 4-3 0.503 ----38D IN 6-7 0.275 -2,75410u R 7-8 0.630 2,5161to 9-It (630! 2,ttehe 2-I 0.601 ,2,516t1u - •., - . .•.. , ...........- - ..- . - . -. 8-9 0.036 2516 Ito 11-12 0.036 2536 Ito OdIn 2-32 It tat 303 Ito (-2 Ito) 3-13 9312 -3,793336 6-9 0.330 -750 he --- - 1 2-11 0.330 -750 Ito 13-5 0312 -3,793 Ito 6.8 Ott 393 It. (-211n) - 3-It 9230 579336 3-9 (0210 an On -Notes: I) Unless nosed otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Eagineer' - ,• 2) Unlabeled plates are 1.5x420gn. 0 3)Attic floor area has been designed for storage with 20psfflcx live and a2opsffloordead load. . - 4) This truss has been designed using the green service reduction factors 5) When this truss has been chosen for quality assurance inspection, the Double Polygon Method per 13'I 1-2007/Chapter 3 shall be used. The fabrication tolerance for this roof truss is 10% (Cq = 0.). - 7) Brace bottom chord with approved sheathing or purlins per Bracing Summary At leant one web of thin trusshas heendesigned with a panel point in the web. All panel points an such webs shall he braced laterally perpendicular to the plane of the h-tm Lateral braces dm11 be installed within 6 of each web panel point. Lined wind uplift reactions based on MWFRS & C&C loading ALL PERSONS FABRICATING, HANDUNG, ERECTING OR INSTALLING ANY-TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED'IO -. TrüeOulld®Softwntrsi'532.I90 REFER TO ALL OF ThE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE MEFAL PRODUCTS DESIGN NOTES ISSUEDWITH A,ESgle Metal Pboducts - - ThIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED - -, Datsss IX 75234 - -'. - - - 1060254 0026/0031 - . Rosamond Truss, Inc. Truss: E5 . - Rosamnid, Cifomia JobNe: 15-1360 BuonaVmtaCHony 'PH: (661) 256-8575 Designer. TonyFabian web: www.rosamondthiss.com I - --,- . - Date: 04101/16 1152:22 Page: lofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGTIPLY 24-0-0 5/12 1 2-0-0, 2-0-0 0-0-0 0-0-0 1 ' 24th -1731bs 28-0-0 - - 2-0-0 6-3-14 - :5-8-2 5-8-2 6-3-14 2-0-0 6-3-14 -': ' 12-0-0 17-8-2 24-0-0 II 5fiT. _M5 U II - U -, - - . 8 - 040 . I 8-2-10 I 7-6-12 8-2-10 0-0-0 '' I 8-2-10' ' 15-9-6 24-0-0 I All plates shown to be Eagle 20 unless otherwise noted.- - Loading(psl) General - ;' 'Cs! Summary Deflection - LI (lc) Allowed TCLL 20 Bldg Code'. CBC20l3/ TC: 0.44(l-2) - - Veil T1,: 0.34 in L/847 (5-6) . L/I80 TCDL 16 TPI 1-2007 , BC: - 0.87(6-7) Vert U,: 0.31 in L/943 (6-7) • L/240 BCLL: 0 RepMbrlrureaseNo 'Abb: 0.19(3-6) Harz TL- 0in BCDL: 10 UlmberDO.L: 125% - - - • S Reaction SuInmary . - 04/01/ BrgCombo BrgV.tdthRqdBrg\Mdth MaxReact MaxGravUplifl MaxMWFRS Uplift Max C&CUplifl Max Uplift MaxHoriz I 288m N/A' '/68211,, ' ' ' -1211,, -l5l! -15111,, 3271th - -. cESS/,. - I 288m N/A 6821138 - - -1211, -15111, -15111,, -3278s i,$:- . 0 Q- I 298 in N/A 6691bn ' ' -'. -4811,, -4811,, -63111, I 288in N/A - 669 11,, - - : -4811, -4811, 63111,, '1' ) Material in . Bracing Summary ' No. C72517 - IC DFL#2 2x 4 - -. 'IC Bracing Sheathed orP 3-0PurlindetignbyOthers Exp06.30.2016 0 BC DFL#2 2x 4 ' BC Bracing Sheathed or Pwlrnsat 10-0-0, Purin design by Others Webs DFLSlandard 2x 4 7, . • . Loads Srnmary Cl I) This him has then dedgned for the effects of wind loads in accordance withASCE7 - 10 with the following leer defined input Ito mph (Factored), Exposure C, End d, QabIe/}4ip Risk Categoryll,Overall Bldg Dims 50ftx60fl, h = 23 fl, Not End Zone Truss, Both end uebsconsidered EOL= 1.60 OF r' - 2) Minimum storage attic loading has been applied in accordance with IBC 1607.1 3)A 1,000 lbs moving point live lead has then applied to the BC concurrent with other dead loads - . . Member Forces Summary itele inilloran: Wittier tOnes C% mmiii boo, (nun unr boo ifdt1,nnl Iran nmauii bi5 Only 8 gunni lOon 5511, nie shnu'n in this taWc. it -2 11438 -38311, 3-4 0385' -$3811, - - 2-3 0383 -57311, 4-5 0438 • -711111, - - - BC 5.6 11864 1 .487Its 7-1 0864 -48711, '61,, 2-7 11015 -III II, 13.7 0106 317 It. (-5531,) 13.6 0.186 317 It, (-3.53 Its) 4-6 0.865 411 Itis Notes: - Unless noted otherwise do not cut or altos airy own member or plate without prior approval from a Professional Engineer. - Gable webs placed al 16OC,tJ.NO - . Attach structural gable blocks withl.da420go plates, U.N.O Bracing shown is for in-plane requirements For out-of-plane requirements, refer to BCSI-133 published by the SBCA This truss has been designed using the green service reduction factors. - - • When this Inns has been chosen for quality assurance inspection, the Double Polygon Method per TN 1-2007/Chapter 3 shall be used. The fabrication tolerance for this roof in= is I0%(Cq-=090). - - Listed wind uplift reactions based on MWFRS & C&C loading. - - - ALLPE FABRICATING,HANDUNG, ERECFINGOR INSTAWNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TnieBuild® Software v532.190,'- REFER TOAILOF THE INSTRUCTIONS, lIMITATIONS AND QUAUFICATIONS SET FORTh IN ThE EAGLE METAL PRODUCTS DESIGN NOTES ISSUFDWITH ' - Eagle MotalPfoduots m THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VAUD ONLY WHEN EAGLE MEFALCONNECTORS ARE USED. . DnIIa iii 75574. 1060254 0027/0031 • Rosamond Truss, Inc.-,'-.-. Truss: Fl - Rosamond, California -" JobName: 15-1360 Buena Vista Colony PH: (661)256-8575- .- Designor. TonyFabian - web: www.rosamondtruss.com Date: 04/01/16 11:52:23 Page: lofl SPAN Pn'CI-I QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY /12-9-8 5/12 1 0-0-0 2-0-0 0-0-0' 0-0-0 1 l2 in 64 lbs 14-9-8 - - .1 - -- - - . 6-4-12 -. 64-12 ... 2-0-0 64-12 I 12-9-8 41- T XX>OOO<XXXXXXX)OOO<XX)O(XXXXXXXXXX -0-0 - 0-0-0 - 64-12 • 6-4-12 6-4-12 12-9-8 - All plates shown to be Eagle 20 unless otherwise noted. Loading (psf) General - - - CS! Summary Deflection - L/ - (lc) Allowed . - ,TCLL: 20 BldgCode: CBC20l3/ IC: 0.26(1-2) Vert TL: 0.I6in L/981 (4-I) L/180 TCDL: 16 TPI 1-2007 BC: 0.61(4-I) Vert IL: 0.14 in L/999 (3-4) L/240 BCLL: 0 Rep Mbr Increase No Web: 0.06 HorzTh Ow - BCDL: 10 LumberD.O.L: 125% BrgCombo Brg\MdthRqdBrg\Mdth MaxReact MaxGravUphft MaxMWFRSUplLfl MaxC&CUph ft MaxUplift - Max Horiz --------- •. .•4' <, oESS/Q,1, c- Reaction Summary .jF I 153.5 in N/A 391 His -41 lbs -41 lbs . 4, I 153.5 in N/A 4961bu -6 lbs -80 lbs . -8011w -31411w . . 1 153.5n N/A 45611w -1411w -1411w 31411w No. C725i7'-! rfl - - ,Material Summary Bracing Summary W . Exp-06.30.2016 ,TC - DFL 62 2 x 4 IC Bracing Sheathed or Purlins at 6-3-0, Purlin design by Others BC DFL 62 2 x 4 BC Bracing Sheathedór Purlinsat 10-0-0, Purlin design by Others .. Webs DFL Standard 2x 4 LôIdsSummaIy - . Cl -. I) This 0us$ has been designed for the effects of wind leads in accordance withASCE7 -10 with the following user defined inpot ItO mph (Factored), Exposure C, one i-. GablefHp, Risk Cas$gmyll, Overall Bldg Dims 50fix 60 ft, h= Not Zone lruss, Both end webecmutdermj WL=160 - . • Minimum storage attic loading has been applied in accordance with IBC 1607.1 , A 1,000 lbs moving point live load has been a,lied to the BC concurrent with other dead toads ' . •'• Member Forces Summary tate udmtm: hse tO. nun cst nrnadutfa nmcns fum if thltheet han nanint finceit Onts foam 8oamlhan ]ts ale shwm in this totes IC 11-2 O. -359 Its 2-3 02 -80 Its . r BC Notes: ])Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer Gable webs placed at 16" OC, U.N.0. Attach structural gable blocks with 1.54 20ga plates, U.N.O. Bracing shown is for in-plane requirements For out-of-plane requirements, refer to BCSI-133 published by the SBCA. - This truss has been designed using the green service reduction factors . - When this truss has been chosen for quality assurance inspection, the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used, The fabrication tolerance for this roof truss is 10% (Cq = 0.80). Limed wind uplift reactions based on MWFRS & C&C loading -: - ALL PERSONS FABRICATING, HANOUNG ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSThUCFED1D " TrieSti8d®Soflare552.190 REFER TALL OF THE INSTRUCTIONS LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUEDWITH Eagle Metal Pfoducts THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED Dallas, 111 75234 - - - -10602540028/0031 - . Rosamond Truss, Inc. Truss: F2 : - - Rosamond, California JobName: 15-1360 Buena' Vista Colony PH: (661) 256-8575 Designer. TonyFabian web: ww.rosamondtruss.com - Date: 04/01/16 115223 • Page: lofi SPAN PITCH QTY . OHL ' 't OHR CANT L CANT R PLYS SPACING WGTIPLY 12-9-8 5/12 6 0-0-0 2-0-0 0-0-0 0-0-0 1 24 in 40 lbs 14-9-8 6-4-12 I 6-4-12 2-0-0 - 6-4-12 12-9-8 - ,4tl A 72115 0-0-0 6-4-12 -. 6-4-12 0-0-0 .. - 8-4-12 - , . 12-9-8 All plates shows tobe Eagle 20 unless otherwtsenotéd. - Loading(pst) General ,- Cs! Summary Deflection LI (lc) Allowed TCLL: 20 BldgCode: CBC 2013/ TC: A 0.43(1-2) Vert TL: 0.24 in L/605 (4-I) L/ 180 iCDL: 16 TPI 1-2607 BC: 0.77(4-I) " ', Vert L1,: 0.18 in L/810 (3-4) L/240 BCLL: 0 Rep Mbr Increase Yes Web: 0.19(2-4) - Harz TL- 0.01 in 3 BCDL: 10 Lumber D.O.L: 125% . -- - Reaction Summary 0l IT BrgCombo ..BrglMdthRqdBrg'Mdth Max React Max GravUplift MaxMWFRS Uplift MaxC&C Uplift MaxUplift MaxHoriz 04/01/ c cc "IO,y,q P, H I I 3.51n 1.50i0 * 645 lbs - . -. - -74 lbs .74 lbs -58 lbs IF,4~(' $' Q- 3 1 3.5m 1.50in - 744 lbs -2 lbs -195 lbs -195 lbs Material Summary . . Bracing Summary CO .•- 0 TC DFLIF2 2x 4 . . IC Bracing. Sheathed or Putlmsat 6-3-0, Pwlin deagn by Odutrs w No. C72517 m BC DFL#2 2 x 4 - BC Bracing Sheathed or Puilinsal to-o-o, PLIrliJI design by Otheor W Exp-06.30.2016 1 Webs DFLStandard 2x 4 . Loads Summary .. I) mistress has been designed for the!' due to tO psf bottom chord live load plan dead loads. VI q This tniss his been designed for theeffeclsof windlcadsinaccordance withASCE7 -10 with the following user defmed input I l0mplt (Factored), E'cpoasre C, Enclese Gable/Hip, Risk Category 11, Overall Bldg Dims50ftx60fth=23 fI, Not End Zone Trus Both end webs considered. I20L" 1.60 F t't. Mmimian storage attic loading has been applied in accordance with IBC 1607.1 4)A 1,000 lbs moving point live lead has been applied to the BC concurrent with other dead loads Member Forces Summary irate neiman: Menian ID, na,xCSl, nuvaisalfonee, (nmcanp ban iIdffem,I limo nnxar,ial beeli Only tore, gasteethan asite amshenvn in this table. , it -2 (1433 452 lv 2-3 0429 -947 Ito nc 3-4 (1737 nt8tiv 4-I- 5771 - matte (-31 tIe) J - \kMe 24 (1194 478 Its I -Notes: I) Unless noted otherwise, do not cuter alter any Irene member or plate without prior approval from a Professional Engineer. . r . This Inuts has been designed using the green service redvetion factors. ' Wben this tram has been chosen for quality assurance inspectisin, the Double Polygon Method per 1'Pl 1-2007/Chapter 3 shall be used. The fabrication tolerance for this roof bus is I0%(Cq=0.90). - Brace bottom chord with approved sheathing or purlins per Bracing Summary . Listed wind uplift reactions based on MWFRS & C&C loading. AU, PERSONS FABRICATING, HANDLING, ERE CI'INGOR INSTALLING AI'IYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED 1O TnieBulld® Software v552.1903-' REFER TOAILOF THE 1NSThUC110NS, L1MITAI'IONS AND QUAUFICATIONS SET FORTH IN THE EAGLE METAL PRODUCT'S DESIGN NOTES ISSUEDWITH Eagle Metal Products ThIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VAUD ONLY WHEN EAGLE MEIALCONNECTORS ARE USED. Danas 171 75234 . 10602540029/0031 - ½ 4. Rosamond Truss, Inc. Truss:F3 - . Rosamond, California .JobName:15-1360 Buena Vista Colony PH: (661)256-8575 Designer. TonyFabtan - web: www.rosamondtruss.com ; Date: 04/01/16 115224 Page: lofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING 'WGTIPLY 12-9-8 5/12 I 0-0-0 0-0-0 0-0-0 0-0-0 1 241n - 38 lbs 12-9-8 - 6-4-12 .c': 6-4-12 - - 6-4-12 - 12-9-8 4'l —1-215 3114- 1.441 0-0-0 - - 0-0-0 6-4-12 6-4-12 . 6-4-12 : 12-9-8 All plates shows to be Eagle 20 unless otherwise noted. - - Loading (psf) General CSt Summary Deflection L/ . (lc) - Allowed TCLL: 20 BldgCode: CBC2OI3/ TC: 0.52(2-3) Vert TL: 0.241n L/614 (3-4) L/180' TCDL: 16 TPI 1-2007 BC: 0.87(4-I) Vert LL- 0.18 in L/810 (3-4) L/240 BCLL: 0 Rep Mbs Increase No Web: 0.20(2-4) HsrzTh 0.02 in 3 BCDL: 10 Lumber D.0.L: 125% 04/01/ - FESS Reaction Summary /Qj .: - IT BrgCombo BrglMdthRqdBrg\Mdth MaxReacl MaxCIravUplilt MaxMWFRSUplifI MaxC&CU1ilift- MaxUplift MaxHeriz - <s)' N. H/j (' - I I 3.5 in 1.50 in 6501bn -84 tIm . . -841be I9lbs I 3.5 in (SO in 6501bs 4(5, - -8411to 'Material Summary BracingSumzhary 5 , , DFL#2 2x 4 TCBracing SheathedorPerlinsa15-9-OPedmdeisgrtbyOtiser&, w PlO. '....li..() If m BC • DFL92 2x 4 BC Bracing Sheathed orPwlinsallo-0-0,Purlin design by0ther& Q EXP06.30.2016 Webs DFLSlandard 2x 4 Loads Summary 'I)This buss has been designed for the effects due to 10 psfbomm chord live load plus dead loads. -, Cl j2) 'INs Inns has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 110 mph (Factored), Exposure C, Feel oJ Gable/Hip, Risk Category R, Overall Bldg Dims 50 It x 60 fL In = 23 k Not End Zone Truss, Both end webs considered. WL1.60 - OFCp't 3) Minimum storage attic loading has been applied in accordance with IBC 1607.1 - -. 4) A 1,000 lbs moving point line load has been applied to the BC concurrent with other dead loads. Member Forces Summary . Tate indimtm: Mesrber ID, nnsCSI, ncaaadlntw, (noacsnip Sam if sttfmt finn mxa'de5 fine Ontyteom gimteethnn 2050w inc shown (a this satic 0.523 -111,11, 2-3 0.523 -934(5w - ne 3-4 0.074 055 Ito (.09 (lot 4-I 0.874 91511w (-0911w) 950w 124 0.597 405(1w -. Notes: I) Unlessnoted otherwise, do not cut or alter any sates member or plate without prior approval from a Profemional Engineer. This himhas been designed using the green service reduction factors.' - When this mwhas been chosen for quality assurance inspection, the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used. 4) The fabrication tolerance for this roof Irussis 10% (Cq 0.0)). 5) Brace bottom chord with approved sheathing or purlins per Bracing Summary. 6) Uoted wind upliftreactions based on MWFRS & C&C loading ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCrEDTO TrueBuild(g)Sftnev5.52.190 REFER bALL OF THE INSTRUCTIONS, LIMITATIONS AND QUAUFIGAJ'IONS SF1 FORTE IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUEDWITH - Eagle Metal Products ,THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS AREUSED. - .- - . Dutis. lx 75234 1060254 003010Ô31 - o Z ui CD D 'I 0 z •Q_ 0 If) > 0 00 0- > 0 0 I—L,JZ<< w00 'U IU 2fflo Of 8dx2.5' BOX 01200 GUN (1949) 10,IBOOdCMMONor I6d BOX I2d COMMON OR 20d BOX 166 COMMON 2-PLY 3-PL 2-PLY I 3-PLY 2-PLY 3-PLY 2-PLY 3-PLY 2-PLY 3-PLY 2-PLY 3-PLY 2-PLY 3-PLY 2-PLY 3-PLY 2-PLY 3-PLY 2-PLY 3-PL' 2-PLY 3-PLY 500 4 5 5 6 3 4 4 5 3 4 3 5 2 3 3 4 2 3 3 2 2 2 3 1,000 7 10 9 12 6 7 7 10 5 7 7 9 4 6 .6 9 4 .5 5 7 3 4 4 6 1,500 II 14 14 19 8 II II 14 8 II 10 14 7 9 10 13 6 8 8 10 5 6 6 8 2,000 14 19 19 25 II 15 14 19 II 14 14 18 9 12 13 Ii 8 10 10 13 6 9 B II 2,500 18 24 23 1 31 14 19 1 18 1 24 13 1 18 Il 23 II 15 16 22 10 13 13 17 B Il 10 14 3,000 21 29 28 37 17 22 22 29 16 21 21 28 13 18 19 26 12 16 15 20 10 13 13 17 3,500 25 33 32 43 20 26 25 34 19 25 24 32 15 21 23 30 14 18 18 23 II 15 15 19 4,000 29 38 37 49 22 30 29 39 21 29 28 37 18 24 26 34 16 21 20 27 13 17 17 22 4,500 32 43 42 56 25 34 33 43 24 32 31 42 20 27 29 39 18 23 23 30 15 19 19 25 5,000 -ii- -i;- -- -- -- -- -- -- -- -- -i_ -:;- -ii- -i- --- 32 -- 43 -i- -- 26 --- 25 -;- --- 16 -i- -ii- 5,500 39 52 51 68 31 41 40 53 29 39 38 51 24 32 36 47 21 29 28 37 18 24 23 31 6,000 43 57 56 74 34 45 43 58 32 43 42 55 27 35 39 52 23 31 30 40 19 26 25 -i- 33 6,500 46 62 60 80 37 49 47 63 35 46 45 60 29 38 42 56 25 34 33 43 21 28 27 36 7,000 50 67 65 86 39 52 51 68 38 50 49 63 31 41 45 60 27 36 35 47 23 30 29 39 71500 54 71 69 93 42 56 54 72 40 54 52 .69 33 44 48 65 29 39 38 50 24 32 31 42 8,000 57 76 74 99 45 60 38 77 43 57 55 74 35 47 52 69 31 42 40 53 26 35 33 44 8,500 61 81 79 lOS 48 64 62 82 46 61 59 79 36 50 55 73 33 44 43 57 28 37 35 47 9,000 64 86 83 III SI 67 65 87 48 64 62 83 40 53 58 77 35 47 45 60 29 39 38 50 9,500 68 90 88 117 53 71 69 92 51 68 66 88 42 56 61 82 37 49 48 63 31 41 1 40 53 10,000 7! 95 93 123 56 75 72 97 54 71 69 92 44 1 59 65 86 39 52 50 67 32 43 41 56 P =P/70/2 2P/70/3 P15412 2p/54/3 P189/2 2P/89/3 P169/2 2P/69/3 P/93/2 3P/9313 P/72/2 2P/72/3 P/113/2 21`/1 1313 P117/2 J 2P/77/3 I P/128/2 2P/128/3 P/100/2 12P/100/3 P1154/2 2P/154/ P112012 2P/120/3 6c1 MIN NAIL TYPE NAIL CHARACTERISTICS EDGE MIN SPACING END Id BOX (0.II30'52.5) 3/4 I 3/8 I 3/4 lOd BOX (0. 1280"x3.0") 7/8 I 5/8 2 I2d BOX (0. 1280"x3.25") 7/8 I 5/8 2 I6d BOX (0.1350"x3.5') 7/8 I 5/8 21/8 2Od BOX (0.I480"x4') I I 7/8 21/4 8d COMMON (0.I3I0"x2.5") 7/8 I 5/8 2 1 O COMMON (0, 1480"x3.0") I I 7/8 21/4 12d COMMON (0. I480'x3.25') I I 7/8 21/4 I6d COMMON (O.I620'x3.5') I 2 21/2 O.I20'x2....GUN . 3/4 1 1/2 17/8 0.I3I"'c2....GUN - 7/8 I 5/8 2 0.I20xl.0" GUN 3/4 1 1/2 17/8 6cl MIN 01 VmI* . 3-PLY O,I3I"3....GUN 7/8 I 5/8 2 6d MIN MIN (12c1, 3') < SPACING < 24' - GENERAL NOTES - I. EDGE DISTANCE AND SPACING SPACING BETWEEN STAGGERED ROWS IS 6d; NAILS MAY NOT BE WITHIN EDGE LINE SPACING OF NAILS IN A ROW IS I2d END DISTANCE IS lId; IN ADDITION TO NOTE 92, NAILS MAY NOT BE WITHIN END DISTANCES FROM END OF THE BOARD WHEN 3-PLIES ARE USED, INSTALL NAILS INTO 2-PLIES WITH 2. THE NAIL SPACING THEN ADD THIRD PLY WITH 2x NAIL SPACING S. RECOMMEND I ROW FOR 264,2 ROWS FOR 2x6 & 2x8, 3 ROWS FOR 2x10 & 2xI2 6. IF TRUSSES ARE SUPPORTED ON BOTH SIDES, DOUBLE THE SPACING AND ALTERNATE HEADS OF NAILS ON OPPOSING SIDES. CONNECTOR ON ce HEAD SIDE u. 2-PLY 2-PLY . - #. • -ED * CEI GeoTek, Inc. FEB 1384 Poinsettia Avenue. Suite A Visi,CA 91081-8505 28 2014 (760)599.0509 9 :: •v. :... ' I February 3,2Ol4 - ' - -- - Project No 3438-SD3 3 ,.,• - - - io '.'Mr. William King 5! 20 Avenida Encinas Suite 100 Carlsbad, California 92008 RECEIVED Subject Geotechnical Update and Plan Review DEC 2 2 2015 Proposed Parcel Map Residential Lot TPM 13-02 CITY OF CARLSBAD Carlsbad, California BUILDING DIVISION Reference: I) "Preliminary Geotechnical Evaluation, Proposed Parcel Subdivision, Buena Vista Drive (sic) and James Drive, Carlsbad, California", By GeoTek. Inc. dated '1. :.. November 19, 2004 (PN 23-SD3) * ' 2) "Tentative Parcel Map No. 13-02, 4 Lots and a Remainder Parcel", By Robert 0. Sukup, The Sea Bright Company, undated - 3 . .• -• - Dear Mr. Kung . - 'In accordance with your request, this report is to update the 2004 "Preliminary Geotechnical .3 Evaluation" (Reference I) for the subject property and to review the referenced Tentative Parcel Map (Reference 2). In preparing this letter we reviewed the referenced report and plan, - performed a brief site reconnaissance and reviewed aerial photographs available on Google Earth dated October 2004, December 2005, January and June 2006, January, February and March 2008, June 2009, August and September 2010, and November 2012. Discussion . . 0 Site conditions are substantially similar to those at the time of our prior study. The only notable Z difference is the apparent removal of vegetation south of the existing residence that apparently ' ' 'occurred before the 2005 aerial photograph and near the northwest section of the site that -- apparently occurred before the June 2006 aerial photograph. 0. w. '. Our review of the plan indicates that grading and development will be create new four parcels WX . and a remainder . parcel, all zoned as R- I. Additional right of way will be dedicated for James • * •' Drive, Buena Vista Way and At-land Road. Sweet widening will occur on Both James and Buena ••:.,•. . 1 • - . •"- GEOTECHNICAL I ENVIRONMENTAL I MATERIALS : ••- - - •:-- * ' f ti 70 4 • - -. -: - • RECEIVED MAR 2 12013 CITY OF CARLSBAD PLANNING DIVISION• 4 UPDATE GEOTECHN1CAL E&LUATlôN FOR LA PROPOSED PARCEL SuBDIvIsIO I BUENA VISTA -DRivE AND JAr%'LES DRIVE •' CARLSBAD, CALIFORNIA PREPARED FOR WALTERS LAND SURVEYING 606 CASSIDY STREET, SUITE B - - OCEANSffE, CALIFORNL& 92054 — PREPARED BY GEOTEK,LNC 1384 POINSETTIA AVENUE VIST4 CALIFORNIA 92081 PROJECT No 2643SD3 NOVEMBER 19, 2004 0?icfl _ H I Geotechnicl 1 •.:FO 10CA r Suite A Environmental (760) 599-0509 FAX (760) 599-0593 Materials I BK, INCO - I : : November 19, 2004 Project No.: 2643SD3 I - Walters Land Surveying 606 Cassidy Street Suite B Oceanside, California 92054 - Attention: Mr. John Walters Subject: .. Update Geotechnical Evaluation .' •. Proposed Parcel Subdivision Buena Vista Drive and James Drive • . 4. .. Carlsbad, California I .• • •...: • • I As "requested and authorized, GeoTek, Inc. (GeoTek) is pleased to provide herewith an updated geotechnical report for the parcel located northwest of the intersection of Buena Vista Drive and James Drive, in the City of Carlsbad, California. This report presents the results of our inestigation, discussion of our findings, and provides geotechnical recommendations - - • fof foundation design .and construction. In our opinion, the proposed development of the site appears feasible from a geotechnical viewpoint provided that the recommendations included •: herein are incorporated into the design and construction phases of the project. Our previous - reports regarding the same subject may be considered superseded and are no longer referenced I or considered to be required for review. The opportunity to be of service is sincerely appreciated If you should have any questions, • please do not hesitate to call our office. 'Res GeoTek, Inc. No. 2641 Ic I JeffrBlake, QJ CEG 2248, Exp. 10/3l GE 2641, Exp. 9130105 - Project Manager Senior Engineer 4)Addresee - G:ProjcctstProjects 2000 to 2999IProjeczs 2600 to 2649U643 Walters Land Su'.'eysUpd:eGeorp:.doc ARIZONA CALIFORNIA IDAHO NEVADA WALTERS LAND SURVEYING Project No.: 264303 Update Geotechnical Evaluation .. . November 19, 2004 I Proposed Parcel Subdivision Pane j L V TABLE OF CONTENTS 1 I. INTENT .......................... . .... .......................................... .... _ i 1 2. PURPOSE AND SCOPE OF SERVICES ...................•1 SITE DESCRIPTION AND PROPOSED DEVELOPMENT ..................................................................... I 3.1 SITE DESCRIPTION............................................................................................................................... 3.2 PROPOSED DEVELOPMENT ................................................................................................ ................................. 2 FIELD EXPLORATION AND LABORATORY TESTING ....................... ....................................................... 2 I 4.1 FIELD EXPLORATION .....................................................................................................................................2 4.2 LABORATORY TESTING .......................................................... ......................................................................... 3' GEOLOGIC AND SOILS CONDITIONS ...................................................................................................3 I 5.1 GENERAL ....................................................................................................................................................... 5. 1.1 Slopewash ........................................................................................... . .............................. . ...... ................... 3 5.1.2 Terrace Deposits ............................................................... .............. .......................................................... 3 I 5.2 SURFACE AND GROUND WATER .......................................................................... .. ........................................... 3 5.3 FAULTING AND SEISMICITY .............................................4 5.4 OTHER SEISMIC HAZARDS ................. _ ...-: ......................................................4 I 6. CONCLUSIONS AND RECOMMENDATIONS.................................. 6 6.1 EARTHWORK CONSIDERATIONS ... . ................................................. ............................................. . ................... 6 6.1.1 General Grading Guidelinei.................................................. .......... . ................................... . . .................. 6 6.2 DESIGN RECOMMENDATIONS ........................................................................................................................7 I . 6.2.1 Foundation Design Criteria..........................................; .................................................................7 6.2.2 Foundation Sex Backs ............................................ . ........... ............... ...................... . ........ ...................... 8 6.2.3 Slab-On-Grade ........................................................ .................. ................................................... ....... 9 I 6.3 CONCRETE CONSTRUCTION .................................................................::..........................................................9 6.3.1 General .............................................. ................................................... ............... ................................... 6.3.2 Cement Type ................................................................... ....-:•.................... .............................................. 9 63 3 Concrete Flarwo k 9 I 6.3.4 Concrete Cracking ............................................ . .... ........................ .............. .................... ..................9 6.4 RETAINING WALL DESIGN AND CONSTRUCTION ................ .......... ............. 10 6.4.1 General Design Criteria 10 I .6.3 POST CONSTRUCTION CONSIDERATIONS........................................................................... .......... 11 6.5.1 Landsca e Maintenance and Planting. ...................... ............. ......................................................... 11 6.5.2 Drainage ........................................................................ .................................................. . ................ 12 6.6 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS ........................................................... .............................. 12 I 7. LiMITATIONS ........................ .. ............................................. . ........................... . ...... ............................. ............... 13 8. SELECTED REFERENCES ................................................................... '. .... i.:'....14 I . .. ENCLOSURES Fiire1— Site Location Map I Fiire 2— Trench Location Plan -. .. . . ,...., .. . . I kDpendlx k - Logs of Exploratory Borings ' I . kDoendl\ B - Results of Laboratory Testing . . . . . 'H.. WALTERS LAND SURVEYI?G Project No.: 2643SD3 Update Geotecbnical Evaluation November 19, 2004 Provosed Parcel Subdivision Pace 1 : 1: 1. INTENT It is the intent of this report to aid in the design and construction of the proposed development. Implementation of the advice presented in Section 6 of this report is intended to reduce risk associated with construction projects. The professional opinions and I - geotechnical advice contained in this report are not intended to imply total performance of - the project or guarantee that unusual or variable conditions will not be discovered during or after construction. .. !. - i The scope of our evaluation is limited to the area explored that s shown on the Boring Location Plan (Figure 2). This evaluation does not and should in no way be construed to encompass any areas beyoiid the specific area of the proposed construction as indicated to us •. . by the client. Further, no evaluation of any existing site improvements is included. The scope.• I is - based- on our understanding of the project and the client's needs, and. geotechnical e. engineering standards normally used: on'similar projects in this region. I. t 2. PURPOSE AND SCOPE OF SERVICES I... The purpose of this study was to provide a geotchiiicai evaluation based on current site ' conditions and an updated site plan Our previous report dated August 2, 2004 regarding the , .same parel should be considered superseaed and no longer required for review with the governing authorities on this project. Our evaluation for this site consisted of the following: 1 r > Research and review of available published data regarding geoloc and soil conditions at the site.' 4 - - I ' b ->- . Site eploration consisting of the excavation, logging, and sampling of 4 exploratory - borings.' I Review and evaluation of site seismicity, and . >Compilätion of this report, which presents our findings, conclusions, and - recommehdations for site development. - • - - --4 . •- - - . . -• - ;• K 1 - • . • .4. • • -- WALTERS LAND SURVEYING - ProjectNo 2643SD3 * Update Geotechnical Evaluation -November. 19,2OO4' ProDosed Parcel Subdivision Page 2 3 SITE DESCRIPTION AND PROPOSED DEVELOPMENT 3.1 SITE DESCRIPTION The subject site is located to the northwest of the intersection of Buena Vista Diivë and James Drive, in the City of Carlsbad, San Diego County, California. An existing 'single-' family residence currently occupies the western portion of.the site. This evaluation is specific to the eastern portion of the site planned for the development. The project area is-mostly . -. vacant land that measures approximately one acre. Access to the sits is readilyavailãble off of Buena Vista Drive. The site topography gently slopes to the east.. Site vegetation :is - relatively sparse with a few large tees. . -, . • .., :.. 32 PROPOSED DEILOPMENT It is our understanding that the site is proposed for three newsingle-fmily residences as part - of a four parcel developments. Grading plans provided by Walters Land Surveying (Figure • 2), untitled and undated were provided for this update report. Cuts and fills depths of up to 12' - feet will be required to achieve finish grades. Cut and fill slopes upto 15 feet in height are planned. It is assumed that the proposed residences will be one or two-story wooden frame • structures with conventional slab on grade type foundations. - ' -, --. - - : 4. FIELD EXPLORATION AND LABORATORY TESTING - - I - 4.-i ,• - 4.1 FIELD EXPLORATION The field exploration was conducted on July 16, 2004: The four exploratory borings were excavated with a limited access drill rig to a maximum depth of 11.5 feet and terminated primarily due to encountering dense formational materials. A geologist from our firm logged the excavations and collected representative soil samples for furthêrlab'oratory testing. The' logs of the exploratory borings are included in Appendix. A.- The locations of the exploratory bormgs are shown on Figure 2 0' ' ' .-- .-; •- . . -. •-- - - - • F I M:i WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 IProRos6d Parcel Subdivision Page 3 .- •.. I - 4.2 LABORATORY TESTING F .: Laboratory testing was performed on selected- disturbed and relatively undisturbed samples collected during our field investigation. The purpose of the laboratory testing was to con.finn : - the field classification of the soil materials encountered and to evaluate their physical I properties for use in the engineering design and analysis. The results of the laboratory-testing program along with a brief description and relevant information regarding testing procedures are included in Appendix B. 1 5 GEOLOGIC AND SOILS CONDITIONS • •: P 5.1 GENERAL.. •• k brief description of the earth materials encountered is presented in the following sections of this report. A more detailed description of these materials is provided on the exploratory - borings included in Appendix A. 5.1.1 Slopèwash - ,- .• The slopev ash layer constitutes up to 2 feet of the surficial materials The slopewash is ,described as brown silty sand. Based on our experience and testing on similar soils, these - materials posses a very low expansion potential (EI<21) in accordance with Table 184-B of - the 2001 California Building Code (CBC). -. - I 5A2 'Ter'race Deposits . The Pleistocene aged Terrace Deposits underlie the surficial materials at this site. These sedimentary materials were encountered to the maximum depths explored of 11.5 feet below - . . existing grade, and consisted primarily of reddish-brown silty sand. Based on our experience - and iàhoratory testing, these materials posses a very low expansion potential (El<21). p5.2 SURFACE AND GROUND WATER - t • - • - I • - No urface water or ponding was observed at the time of the field investigation. Overall site drainage is generally to the east All site drainage should be reviewed and designed by the I project civil engineer. 4 I wri I WALTERS LAND SURVEYING Project No 2643 SD3 ' Update Geotechnical Evaluation ' November 19, 2004 Proposed Parcel Subdivision . - Page 4 Groundwater was not encountered in our exploratory exca'ation.No natural groundwater condition is known to be present which would impact site, development; However, groundwater or localized seepage can occur due to variations in rainfall, irrigation practices, and other factors not evident at the time of this mvestigation 53 F4ULTING AND SEISMICITY The site is in a seismically active region. No active or potentially active fault is known to -exist at this site nor is it situated within an Aiquist-Priolo Earthquake Fault Zone (Special Studies Zone). The Newport-Inglewood (offshore) Fault is the nearest known active fault located approximately 5.6 miles west of the site. The computer program EQFAULT, version 3.00 (Blake '1989, updated 2000) was used to determine the distance to known faults and estimate peak ground accelerations: The Newport-Inglewood (offshore) Fault is considered to represent the highest risk to generate • 4 ground shaking A maximum seismic event of magnitude 6.9 is postulated based on a deterministic analysis The estimated peak site acceleration is 0.42g. I Seismically resistant structural design in accordance with'-local building ordinances should be followed during the design of all structures. Building' Codes have been developed to minimize structural damage. However, some level of damage as the result of gràund shaking generated by nearby earthquakes is considered likely in this general area For the purpose of seismic design a Type B seismic soureat a distarIce of 9.0 km from the site may be used. Shown in Table 5.3.1 below are seismic design factors in keeping with the criteria presented in the 2001 California Building Code (CBC), Division 1V & V, Chapter 16. TABLE 5.3.1 - SEISMIC DESIGN PARAMETERS Soil Profile .. , . Seismic Parameters Type Ca C. N ', N. • Source Type Source Table 16J 16Q 16R 16S i6T 161J Value Sc 0.40 0.56 1.0 I." 1.1 V B I'* *.V • ' - 5.4 OTHER SEISMIC HAZARDS The liquefaction potential on the site is considered to be very low due to the dense nature of, the subsurface soils and. lack of a shallow groundwater.' iVt '-•: - V * • V : : WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 I Proposed Parcel Subdivision Pa!e 5 .The potential for secondary seismic hazards such as seiche and tsunami are considered to be negligible due site elevation and distance from an open body of water. - Evidence-of ancient landslides or slope instabilities at this site was not observed during our I investigation Accordingly, the potential for landslides is considered low. I - . - -.- I • . L a t I •' - . -- - p p •• •.• - 4.; - - [S 0 • • I. . 0. 0-, I l 4 000 I -' P 4 t_4 -.. - . •-- I. -. 'I IK '4 WALTERS LAND SURVEYING a Project No 2643SD3 Update Geotechnical Evaluation November 19, 2004 Prgposed Parcel Subdivision "- Pate 6 - * 4 6 CONCLUSIONS AND RECOMMENDATIONS The proposed development of the site appears feasible, from ,a.' geotechnical viewpoint provided that the following recommendations are ., incorporated into the 1 design and construction phases of development. •' - 61 EARTHWORK CONSIDERATIONS 6.1.1 General Grading Guidelines 6.1.1.1 Grading and earthwork should be performed m accordance with the local grading ordinances, applicable provisions of the 2001 California Building Code (CBC), and our recommendations presented herein 6.1.1.2 Prior to site grading, a preconstruction conference should be held at the site to, discuss earthwork considerations and compliance with the recommendations presented herein. At a minimum, the owner, grading contractor, civil eneineer and , geotechnical engineer should be in attendance. , - -. 6.1.1.3 The grading contractor should take all precautions deemed necessary during site grading to maintain adequate safety'. tneasuies and working conditions. All applicable safety requirements of CAL-OSHA should be met during construction. 6.1.1.4 Site preparation should start with the removal of deleterious materials and vegetation and disposed properly off site. 6.1.1.5 Temporary excavations within the onsite formatiouial materials should be stable at 1H: 1Y inclinations for short durations during construction, and where cuts do not exceed 10 feet in height. 6.1.1.6 The top 2 to 3 feet of alluvial materials are relatively dry and potentially compressible, thus they should be removed and recompacted beneath all settlement- sensitive structures. Depending on actual field conditions encountered during grading, locally deeper areas of removal may be necessary. The lateral extent of removal beyond the outside edge of all settlement-sensitive structures/foundations should be equivalent to that vertically removed: Similarly, all compacted fill should extend laterally from the outside edge of foundations to a distance equal to the depth of filling. - ' - (I - WALTERS LAND suRvEYrG Project No.. 2643SD3 Update Geotechnical Evaluation November 19, 2004 1 . Ptoposed Parcel Subdivision Page 7 - - J 6 1 1 7 Excavations in the on site materials within the depth explored of 11.5 feet should be - generally accomplished with heavy-duty earthmoving or excavating equipment. - I 6.1.1.8 The on-site materials are considered suitable for reuse as compacted fill provided . - -. they are free from vegetation, roots, and cobbles and boulders greater than 6 inches -- in diameter. The earthwork contractor should ensure that all proposed excavated materials to be used for backfhlmg at this project are approved by the soils engineer. 6.1.1.9 Any undercut areas should be brought to final grade elevations with fill compacted in layers no thicker than 8 inches compacted to at least 90 percent of maximum dry density at near optimum moisture content, as determined in accordance with ASTM Test Method D1557-00. Prior to receiving fill, the bottom of excavation should be ;• - sarified to a depth of 6 inches; moisture conditioned, and recompacted to-at least 90 ¼, . percent ofniaximurn dry density. 6.1%1.10 Where fill is being placed on slopes steer than 5:1, the fill should be property - benched into the existing slopes and a sufficient se kevay shall be constructed in t. accordance with the recommendations of the soils eninee - - ''i - -, - 4 6.1.1.11 Proposed cut and fill slopes on the site are designed to a maximum height of approximately 15 feet. Based on 2:1 gradients or flatter, these slopes should exhibit a •: minimum factor of safety of 1.5:1 for an overall gross stability. All cut slopes or backcut exca-vations should be geclogically mapped during grading to check for the presence of potentially adverse geologic conditions -•__S - - S - ., ..- ¼ 62 DESIGN RECOMMENDATIONS 6.2.1, Foundation Design Criteria - - Foundation design criteria for conventional slab-on-grade system in conformance with the - - - - '.2001-CBC are presented in Table 6.3.1, below. These are typical design criteria and are not intended to supersede the design by the structural engineer. The majority of the onsite materials are classified as very low expansion soils. Laboratory testing of soils near finish grade should be performed at the completion of site grading to verify the atual conditions. We anticipate that the compacted fill soils will typically possess very low (0<EI<21) and Plastic Index (P1) of less than 15. Thus, we recommend that drawings be prepared for the soil conditions presented in the Table 63.1 belowActual as th-aded conditions will determine the applicable foundation design criteria. .• .4 EO . , 4 I I I. - r 1' WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November19, 2004 Proposed Parcel Subdivision "Page 8 '• - .-. -. TABLE 6.3.1 —MThIMUM DESIGN CRITERIA ' - E.I.<20 DESIGN PARAMETER - Foundation Depth or Perimeter Beam depth .-. ' One Story- 12 (inches below lowest adjacent grade) Two story -18 Foundation Width (Inches) One Story- 12 Two story -15 Maximum Beam Spacing (feet) NA NA (Cantilevered length as soil function) Minimum Slab Thickness (inches) 4 Presaturation of subgrade soil (% of Subgrade to be well wetted before pouring concrete OptimurmDepth in inches) An allowable bearing capacity of 2500 pounds per squrè foot (psf), including both dead and •' Eve loads, may be used if footings àre designed in accordance with the above criteria. The r. allowable bearing value may be increased by one-third when considering short-term' live loads (e .'a. seismic and wind loads) P The passive earth pressure may be computed as an equivalent fluid having a density of 150 psf per foot of depth, to a maximum earth pressure of 2000 psf. A coefficient of friction between soil and concrete of 0.30 may be used with- dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced' by one-third. -•-. ••. 6.2.2 Foundation Set Backs . . -. . •• -. Where applicable, the following foundation setbacks should apply' to all oundation. Any improvements not conforming to these setbacks may be 4stbjeët to lateral movements anaior differential settlements 6.2.2.1 The outside bottom edge of all footings should beset backa minimum of H13 (where - H is the slope height) from the face of any descending slope. The setback should be at least 7 feet and need not exceed 20 feet., 4) •, - . . ., .• - • .- - - •• -- 4 6.2.2.2 The bottom of all footings for structures near retaining walls shoild be deejened s0 as to extend below a 1:1 projection upward froin the bottom inside edge of the wall stem W.ALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 J Proposed Parcel Subdivision Page 9 1: I . The bottom of any existing foundations for structures should be deepened so as to extend below a 1:1 projection upward from the bottom of the nearest excavation. I6.23 Slab-On-Grade - 4 Where applicable, concrete slabs should be a minimum of 4 inches thick and reinforced with ' . No. 3 steel bars placed at 24 inches on center, both ways. The slab reinforcement should be positioned at mid-height within the concrete slab Control joints should be provided to help I minimize random cracking Where moisture condensation is undesirable, all slabs should be - underlain with a minimum 10 mil polyvinyl chloride membrane, sandwiched between two laers of clean sand, S.E. 30 or greater, each being at least two inches thick. Care should be -'I taken to adequately seal all seams and not puncture or tear the membrane The sand should be .proof rolled. -. .• 6.3 .CONCRETE CONSTRUCTION .6i1 General Concrete construction should follow the CBC and ACI guidelines regarding desinn. mix placement and curing of the concrete. If desired, we could provide quality control testing of the concrete during construction. . - .- • - . '6:3.2 Cement Type . Laboratory testing indicates that the sulfate content of the soil tested is less than 0.10%, :\41jth is considered to be negligible in accordance with Table 19-A-4 of the CBC. Cement Type II dr equivalent may be used 6.3.3 Cñcrete FlaPvork Exterior concrete flatwork (patios, walkways, driveways, etc) is often some of the most visible aspects of site development. They are typically given the least level of quality control, b~in2 considered "non-structural" components. Cracking of these features is fairly common die to anous factors While cracking is not usually detrimental, it is unsightly. Vs' e suggest that the same standards of care be applied to these features as to the structure itself. 6? 4 Concrete Cracking - Concrete cracks should' be expected. These cracks can vary from sizes that are essentially unnoticed to more than li'S inch in width Most cracks in concrete while unsightly do not significantly impact long-term performance. While it is possible to take measures (proper concrete mix, placement, curing, control joints, etc.) to reduce the extent and size of cracks K WALTERS LAND SURVEYING Project No 2643SD3 Update Geotechnical Evaluation : ' ' • November 19, 2004 Proposed Parcel Subdivision Pa2e 10 I, that occur, some cracking will occur despite thee béstefforts to minimize it. Concrete undergoes chemical processes that are dependent on a wide range of variable, which are difficult, at best, to control. Concrete, while seemingly a stable material, also is subject to, internal expansion and contraction due to external changes over time. =, . '- • ., One of the simplest means to control cracking is to provide weakened joints f6i cracking to occur along. These do not prevent cracks from developinj; they simply provide a relief point for the stresses that develop. These joints are widely accepted means to control cracks-but are : not always effective Control Joints are more effective the more closely spacd We would suggest that control joints be placed in two directions spaced the numeric equivalent of two times thiclaies's of the slab in inches changed to feet (e.g. a 4 inch slab would have control joins at 8 feet centers). As a practical matter, this is not always possible nor is it a widely applied standard 64 RET-AINING WALL DESIGN AND CONSTRUCTION 4 • ,'. 6.4.1 General Design Criteria - Recommendations below may be applied to typical. masonry or concrete -vertical retaining walls to a maximum height of 10 feet.: Additional, review, and, recommendations should be requested for higher walls 6.4.1.1 Recommendations were developed assuming that wall backfilfpIaced within a 1 to I. projection behind any wall is comprised of onsit& soils with a very lo,v expansion potential. The backfill materials should be placedin lifts -no greater than 8-inches iii thickness and compacted at 90% relative compaction at,optimum moisture content or ' higher. Backfill soil' should be properly drained to 'prevent buildup of hydrostatic . pressures. - , -. F-y. •. ,,. .. 4 : 6.4.1.2 Retaining walls embedded a minimum of 18 inches into compacted fill or formational materials should be designed using a net allowable 1earing capacity of 2,500 psf. An increase of one-third maybe applied when considering shortterm, lie loads (e.g. seismic and wind loads) - 6.4.1.3 The passive earth pressure may be computed as aii equivalent 'fluid having adnsity of 250 psf per foot of depth, to a maximum earth pressure of 3,000 psf. A coefficient- of friction between soil and concrete of 0.40 may be used, with dead load forces., - -' When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third LK - I. WALTERS LAND SURVEYING Project No.: 264303 Update Geotechnical Evaluation November 19, 2004 Proposed Parcel Subdivision Pa2e 11 ." : . 6.4.1.3 The passive earth pressure may be computed as an equivalent fluid having a density of 250 psf per foot of depth, to a maximum earth pressure of 3,000 psf. A coefficient I .. of friction between soil and concrete bf 0.40 may be used with dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 6.4.l;4 An equivalent fluid pressure approach may be used to compute the horizontal active pressure against the wall. The appropriate fluid unit weights are given in Table 6.5.1 below for specific slope gradients of retained materials. TABLE 6.5.1 - ACTIVE EARTH PRESSURES I 4 'Surface Slope of Retained Materials (H:V) Equivalent Fluid Pressure (PCF) Level 33 2:1 - .. 45 The above equivalent fluid weights do not include other' superimposed loading conditions such as expansive soil, vehicular traffic, structures, seismic conditions or adverse geologic conditions 65 POST CONSTRUCTION CONSIDERATIONS -V .••••. ,. .-. -- - 6.5.1. Landscape Maintenance and Planting 1 ,. Water has been shown to weaken the inherent strength of -soil, and slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Controlling surface drainage and runoff, and maintaining a suitable vegetation cover can minimize erosion. Plants selected for landscaping should be lightweight, deep-rooted types that require little water and are capable of surviving the prevailing climate. 1 - . . Over watering should be avoided. The soils should be maintained in a solid to semi-solid state as defined by the materials Atterberg Limits. Care should be taken when adding soil amendments to avoid excessive watering Leaching as a method of soil preparation prior to Planting is not recommended. ..•0. An abatement program to control ground-burrowing rodents should be implemented and 'maintained This is critical as burrowing rodents can decreased the long-term performance of slopes. I. I. S. S WALTERS LAND SURVEYING Project No 2643 SD3 Update Geotechnical Evaluation November 19, 2004 Proposed Parcel Subdivision - - Page 12 IJ- 4 •_S It is common for planting to be placed adjacent to structures in planter or lawn areas This will result in the introduction of water into the ground adjacent to.the foundation. This type of landscaping should be avoided. If used, then extreme care should be exercised withi regard to the irrigation and drainage in these areas. Waterproofing of the foundation and/or subdrains may be warranted and advisable. We could discuss these issues, if desired, when plans are made available -'-. 6.5.2 Drainage -. S.. S. The need to maintain proper surface drainage and subsurface 'systems cannot be -overly emphasized Positive site drainage should be maintained at all times Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond or seep into the ground:Pad drainage should be directed toward approved area(s). Positive drainage should not be blocked by other impovernents. Even apparently rnrnor changes or modifications can cause problems 6.6 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS . ,. We recommend that site grading, specifications, and foundAtion plans be 'reviewed by this office prior to construction to check for conformance with the recommendations of this report. We also recommend that GeoTek representatives be present during site grading and foundation constri.iction to check for proper implementation of the geotechnical recommendations. .These representatives should perform at least the following duties: Observe site clearing and grubbing operations for proper .removal al of all unsuitable 4 materials. -: 5 Observe bottom of removals prior to fill placement I Evaluate the suitability of on-site and import materials for fill placement, and collect soil samples for laboratory testing where necessary. •.. : - Observe the fill for uniformity during placement including utility trenches. Also, test th ie fill for field density and relative compaction - Observe and probe foundation materials to confirm suitability of bearing materials and proper footing dimensions _SIS S . - S. - If requested, GeoTek will provide a construction observation and compaction -report to comply with the requirements of the governmental agncies having jurisdiction over the - - I WALTERS LAND SURVEYIYG Project No.: 2643SD3 Update Geotecbxiical Evaluation November 19, 2004 a Proposed Parcel Subdivision Pane 13 1• I , project. We recommend that these agencies be notified prior to commencement of construction so that necessary grading permits can be obtained. 7. LTATIONS I - The materials observed on the project site appear to be representative of the area; however, I • 'soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during site construction. Site conditions may vary due to seasonal .• . - changes or dther factors. GeoTek, Inc. assumes no responsibility or liability for work, testing .1 or recommendations performed or provided by others. :. .V I 'Since our recommendations are based the site conditions observed and encountered, and laboratory testing, our conclusion and recommendations are professional opinions that are . ,' limited io the extent of the available data. Observations during construction are important to I . - al10 foi-'any change in recommendations found to be warranted. These opinions have been .-' .•' • derived in accordance with current standards of practice and no warranty is expressed or I . implied. Standards of practiceare subject to change with time. • •!' • . • •• 4. : • • - - I • 1- •-. - - -- 4 , . -I • , - ' • . -• - •4 4• • .. .1 I 4 1 I •. 4' WALTERS LAND SURVEYING Project No 2643SD3 Update Geotechnical Evaluation - November 19, 2004. Pronosed Parcel Subdivision - Page 14 4.1 8. SELECTED REFERENCES I i. ASTM, 200, "Soil and Rock: American Society for Testing and Materials," vol. 4.08 for ASTM test methods D-420 to D-4914, 153 standards, 1,026pa2es; and vol. 4.09 for kSTM test method D-4943 to highest number. - I 2. Blake, T., 1989, "EQFAULT, version 3.00, updated 2000", a Computer Program for Deterministic Estimation of Maximum Earthquake Event and-Peak Ground Acceleration. 1 3. California Code of Regulations, Title 24, 1998 "California-Building Code," 3 volumes. California Division of Mines and Geology (CDMG), 1997, "Guidelines for Evaluating I and Mitigating Seismic Hazards in California," Special Publication 117 California Division of Mines and Gëblogy (CDMG), 1998, Maps of Known Active Fault I Near-Source Zones in. California and Adjacent Portions of Nevada International Conference of Building Officials. . I .6. California Division of Mines and Geology (CDMG) 1996, Geologic Maps of the Northwestern Part of San Diego County, California, Plate 1-Oceanside, San Luis Rey, and San. Marcos 7.5 Quadrangles, Plate 2-Encinitas and Rancho Santa Fe •7.5 . I Quadrangles 7. GeoTek, Inc., In-house proprietary information. I S. Seed, H.B., and Tokimatsu, K. Harder, L.F., and Chuig, R.M., 1985, "Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations,' Journal of the Geotechnical I Engineering Division, American Society of Civil En2ineers,vo1. 111, no. GT12, pp. 1425- 1445. . 1 : •Youd, T. Leslie and Idriss, Izzmat M., 1997, Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, National Center for Earthquake Engineering Research, Technical Report NCEER-97-0022 I 1 - - L. I - : : I w WALTERS LAND SURVEYING APPENDIX A Update Geotechnical Evaluation November 19, 2004 Procosed Parcel Subdivision Page A-i - FIELD TESTING AND SAMPLING PROCEDURES The Standard Penetration Test (SPT)- - The SPT is performed in accordance with ASTM Test Method D 1586-99. The SPT sampler is typically driven into the ground 12 or 18 inches with a 140-pound hammer free falling from a height of 30 inches. Blow counts are recorded for every 6 inches of penetration as indicated on the log of I boring. The split-barrel sampler has an external diameter of 2 inches and an unlined internal diameter of 1-3'8 inches. The samples of earth materials collected in the sampler are typicallj classified in the field, bagged, sealed and transported to the laboratory for further testing. I The Modified Split-Barrel Sampler (Ring) The Ring sampler is driven into the ground in accordance with ASTM Test Method D 3550-84. The I sampler, with an external diameter of 3.0 inches, is lined with 1-inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sampler is typically driven into the ground 12 or 18 inches with a 140-pound hammer free falling from a height of 30 inches. Blow counts are recorded I for every 6 inches of penetration as indicated on the log of boring. The samples are removed from the I sample barrel in the brass rings, sealed, and transported to the laboratory for testing. - * I Large Bulk Samples . Bulk samples are normally bags of representative earth materials over 20 pourids.in weight collected, from the field by means of hand digging or exploratory cuttingè.' - Small Bulk Samples Plastic bags samples are normally airtight and contain less than 5 pounds in weight of representative I earth materials collected from the field by means of hand: digging or exploratory cuttings. These samples are primarily used for determining natural moisture content and classification indices. I B - BORING LOG LEGEND • . -. The following abbreviations and symbols often appear in the classification and description of soil and rock on the logs of borings: •. SOILS . . •• CSCS Unified Soil Classification System f-c Fine to coarse - - f-rn Fine to medium •. - •_•• I GEOLOGIC B: Attitudes Bedding: strike/dip • ...' :. I J Amtudes Joint: strike dip C: Contact line •• Dashed line denotes approximate USCS material change Solid Line denotes approximate unit / formational change • * . . . Thick solid line denotes approximate end of boring -- ' (Additional denotations and symbols are provided on the logs of borings) . • -• • • ••( i GeoTek, Inc. • * LOG OF EXPLORATORY BORING I CLIENT: . Walters Land Surveys DRILLER: SouthCoast Drilling LOGGED BY: tCS • -. PROJECT NAME: VIsta/James DrIve - DRILL METHOD: 6' Solid Stem Auger OPERATOR: Roer PROJECT NO.: 2643S03 HAMMER:140 lbw/30'droo RIG TYPE: Lim/ted Access wicatnead LOCATION: See Site Plan DATE: 7116/04 - SAMPLES 6 Laboratory Testing . . BORING NO.: B-I a Q 0 MATERIAL DESCRIPTION AND COMMENTS - Slopewash J SM Brown, dry, loose to medium dense, silty fine SAND; abundant gopher • ,. /, holes - - - - Terrace Deposits - - - SM Reddish-brown, dry to moist, medium dense, silty f.m SAND; orange - - mottling, manganese staining, weakly cemented is 22 5] 27 61-1 . 6.2 113 stiaR 18. 27 @ 5.5 feet becomes dense; moist . 32 BI-2 . . 8.3 112 - 25 -• - • 31 1 Bl-31 11 6.2 115 HOLE TERMINATED AT 11.5 FEET No groundwater observed - Hole backfllled with soil cuttings 15 . 20 4 -,,•* --•, ,- 25 Sampletype: —Ring —SPT —Small Bulk s—Large Bulk —No Recovery —Water YaDle Ui ILl Labtesting' AL Atterberg Urn/Is El = Expansion Index SA • Sieve Analysis RV R-Value Test - - SR SulfateFResistMtv Test SH - Shear Test Co = Consolidation test MD - Max/mum Density :.I ,. •J- - __________________ GeoTek, Inc LOG OF EXPLORATORY BORING I CLIENT: Walters Land Surveys DRILLER; SejthCoast Orfiling. LOGGED BY: __TCS PROJECT NAME: . Buena Visla1JaTneS Drive DRILL METHOD: r sote Stem Auper OPERATOR: Roger PROJECT NO.: 2643503 HAMMER. 140 lb wl 30" drOO RIG TIPS: Urnited Access wlcaihead LOCATION: See Site Plan DATE: _71601 I S I I I .1 lO I I 10 I . - T SAMPLES Laboratory Testing . . BORING NO.: B-2 120 ES . 0 I _ MATERIAL DESCRIPTION AND COMMENTS - - Slopewash • - SM Brown, dry, loose to medium dense. silty fine SAND; abundant gopher 12 J -. holes 27 Terrace beoosits 504" 52-2 SM Reddish-brown, dry, very dense, silty fine SAND 2.9 117 3.5 feet• difficult drilling . . ... . 30 HOLE TERMINATED AT 5.5 FEET • S... . - No groundwater observed Hole backfilted with soil cuttings ' - S & • ••S fl 10' 5 . S 15 .:•-' .5 20 * 1- 4 5....,-- - .. 25 . . . 5 . - ( ' • . 4 -5 - 5 = = Sample type: —Ring —SPT Z_Smau Bulk Z—Large Bulk —No Recovery —Water Table Lab testing: AL" Atte!berg Limits El = Expansion Index SA Sieve Analysis RV = R.Value Test SR = Sutfate/Resislivtty Test SN = Shear Test Co • Consefidation test MD Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING I' . CLIENT: Walters Land Surveys - DRILLER: SouthCoast Drilling LOGGED BY:TCS PROJECT NAME: Buena Vista/James Drive DRILL METHOD: 6' Solid Stein Auger OPERATOR: _Roger . ,PROJECT NO. 2643503 HAMMER: 140 lb WI 3Cr d=RIG TYPE: Limited Access w/cathead LOCATION: - See Site Plan DATE: 7I1604 U: i' •jV.V •V:;,' I I:- - 1ST .: a .1' : SAMPLES B Laboratory Testing , BORING NO.: B-3 H ___________________ DO B U MATERIAL DESCRIPTION AND COMMENTS Slopewash - - SM Brown, dry, loose to medium dense, silty fine SAND; abundant gopher 5 holes 14 133-1 Terrace Deposits . 3.5 114 . SM Reddish-brown, dry to moist, dense, silty f-rn SAND; orange mottling, manganese staining, weakly cemented X B3-2 EL Sulfate 18 ' .22 34 83-3 8.8 117 10 14 , ' 18 . '-- V HOLE TERMINATED AT 11.5 FEET No groundwater observed - Hole backfllled with soil cuttings - V 20 25 Sample Noe: —Ring —SPT-0—Small Bulk n—Large Bulk —No Recovery —Water Table AL = Attemerg Limits El = Expansion Index SA = Sieve Analysis RV R'Value Test Labtesting' SR = SuftaieesistM Test SH = Shear Test CO Consolidation test MD = Maximum Density- ' V V •'. , V -' I •, . V-V.' I Geolek, Inc. S LOG OF EXPLORATORY BORING s, S • • -'5- - s., '' 5:; CLIENT: Walters Land Surveys S DRILLER: SouthCoast Drilling -4 LOGGED BY: ______ICS 4 __- . PROJECT NAME: Buena Vista/James Drive DRILL METHOD: 8 Solid Stern Auger OPERATOR: ____Roger PROJECT NO.: 2643503 HAMMER: 140 lb WI 3T drop RIG TYPE:Urn/ted Acess w/rnead i LOCATION: See Site Plan - .- - DATE: 7/16/04 - - - SAMPLES S Laboratory Testing r . BORING NO.: B-4 E -' _________________________ g I ! 7, 5 MATERIAL DESCRIPTION AND COMMENTS — — Slopewash 1 Brown, dry, medium dense, silty fine SAND; abundant gopher holes 55 W• -r — Terrace Deposits____________ ] Reddish-brown, dry to moist, medium dense, silty f-rn SAND; orange - mottling, manganese staining, weakly cemented 5' I JIM 13 14 84-2 . . -•, S SA S •'•. S S S 5' • • ,--- S @ lOfeet - becomes very dense - ' t4 10] 18 5 . ] 26 37 5- B4-31 _______________ HOLE TERMINATED AT11.5FEET : S - No groundwater observed - Hole backfihled with soil cuttings - -S 5-- 7. - -I 20 -4 - S 5- -. 25 S , '1 Sample type: —Ring .-SPT Z_sSmail Bulk s—Large Bulk El —No Revery —Water Table LU Lab testing- AL = Atterberg tim/Is El Expansion Index SA Sieve Analysis RV = R-Value Test • SR = Sulfate/ResistivIty Test SI = Shear Test CO: Consolidation test MD: Maximum Dens/tv I. WALTERS LAND SURVEYING. * APPENDDC B • Update Geotechmcal Evaluation November 19, 2004 Proposed Parcel Subdivision Page B-I I' .A. r. - -& 1 . SUM\LRY OF LABORATORY TESTING Classification -. Soils were classified visually according to the Unified Soil Classification System (ASTM Test Method D2487). The soil classifications are shown on the logs of exploratory, trenches in Appendix A Grain size distribution (particle size analysis) was performed on a selected sample in accordance with ASTM D422 Results of grain size analysis are shown included herein Expansion Index . . Expansion Index testing was performed on a representative soil sample. Testing was performed in general accordance with ASTM Test Method D4829. Results are included herein Dired Skear Shear testing was performed in a direct shear machine of the st'r'ain-control type in general' - accordance with ASTM Test Method 1)3080. The rate of deformation is approximately 0.03 inches per minute. The samples were sheared under varying confining loads in order to determine the coulomb shear strength parameters, angle of internal friction and cohesion. .The tests were performed on ring samples collected during our subsurface exploration. The shear m test results are included here Sulfate Content The water-soluble sulfate content is measured in accordance with California Tet No. 417. The results indicate a sulfate content less than 0.1, which is considered negligible as er Table 19-A-4 of the CBC. In Situ Moisture and Unit Weight • Th& field moisture content was measured in the laboratory on selected samples• collected during the field investigation The field moisture content is determined as a percentage of the dry unit weight. Results of these tests are presented on the logs of exploratory borings in Appendix A. The dry density was measured in the laboratory on seleted ring samples., The results are shown on the logs of exploratory borings in Appendix A I I. I I.. SoilDescriDtion Reddish brown silty medium to fine SAND SIEVE SIZE - PERCENT JSPEC? FINER - PERCENT PASS? (XNO) #16., 100.0 95.6 #40 79.7 #50 - 55.8 #100 31.4 #200 24.7 Atterbera Limits LL= P1= Coefficients D60 0.320 D50= 0.272 D15= D10= CC= Classification MSHTO A.2-4(0) Remarks Particle Size Distribution Report i.1 t.. 70 LU 60 Z 50 I LU40 :I4 - , I 2C n .io ji i j]! ; .10 80 H I i: i Al IT ' :hH 4\H S - "NH ll .rI 0 [ IU : 100 10 1 0.1 0.01 .,rcPkIrI ILt - mm r COBBLES I % GRAVEL I % SAND % SILT % CLAY 0.0 I 0.0 I 75.3 24.7 . • (no specification piovided) * Sample No.: • Source of Sample: B4-2 @ 6.5' Date: 07/23/04 Location: B4-2 Ca, 6.5 EleviDepth: : . . . Client: Walters Land Surveys G,e'oT ic, Ific Project: Buena Vista Project No: 2643-5D3 Plate SA-1 READINGS______ DATE TIME READING 7/2212004 8:27 0.161 7/22/2004 8:37 0.161 7/22/2004 8:38 0.160 7/22/2004 8:43 0.160 7/23/2004 7:24 0.158 Initial 10mm/Dry 1 miMNet 5minlVVet 5 4 Random -. 4 . - •. •. Final .• S... EK,INC. EXPANSION INDEX TEST (ASTM D4829) A B C D F G , H J K Project Name: Buena Vista Project Number: 2643-SD3 Project Location: Ring Id: Ring Dia.":4" Ring Ii" Loading weight: 5516. grams UtF11! Y LJ I tIIVIII'IP.I IUI' Weight of compacted sample & ring 803.63 Weight of ring 369.87 Net weight of sample 433.76 Wet Density, lI / 1t3 (C0.3016) 130.8 Dry Density, lb I 1t3 (D/1.F) 120.8 SA1Ut(AJIUI'd Ur- ItIVIINRISUN Moisture Content, % ., . 8.3 (EF). • 998.2 (E/167.232) ••. '. . 72, S. 0.28 (62.4*1) -. - 17.3 - (GIJ) I % Saturation .. . 67.7 Testedl Chocked By: DC Lab No 1354 Date Tested: 7/22/2004 Sample Source: B3-2 @ 2.5 Sample Description: Reddish brown shy medium to line SAND FINAL MOISTURE Weight of wet sample & tare Weight of dry sample & tare ,Tare % Moisture 179.57 166.49 8.14 8.3% - 4•+ S •.5' .4 . - EXPANSION INDEX =. 0 - 4 -. S 4 - ... - •5_ • - - Initial Moisture 1.9% . - SO%SATURATON) - --- ••-• _________.__.____i - . • • Wet Wgt 256.99 - Dry W91 25225 - Tare 8.30 - - 4 - Tested DC Reviewed By DC - 5* - • . • .5 5 4 '5 - .. - S •- PLATE El-I . • - • - - • 'S * • S - - • -S •• S . S -."- 1384 Poinsettia Aye, Suite A, Vista, CA 92083 'iEK, INC. (760) 599-0509 FAX (760) 599-0593 . SOIL SULFATE TEST (California Test 417) 1 Project Name: ' . Buena Vista Tested/Checked By: DC Lab No 1354 Project Number: 2643-SD3 Date Tested: 7/20/2004 I Project Location: - Sample Source: B3-2 @ 2.5 Sample Description: Reddish brown silty medium to fine SAND Blank Sample Corrected - - Reading Reading Turbidity Blank= wi BaCI = 2.34 Actual = ________________________ Sample Graph & '...' E Sample size (ml) -before diluting to 100mL adding regents 20 . 0 0.78 F mg of SO4 present in sample (from calibration curve)F 0.09 3 0.78 Water Soluble Sufate = 0.001% ills,r Calibration Curve . . •• k . -. . .. .' 11-70 I I J I . .. ., ... - .. . I - —.—Callibration Test Sample. Z I0.5 I : 0 01 mgofSO4. : I I- :- -• PIateSL.1 ,. - L.a Turbidity of standard equal to 0 mg SO4 0.1 A 0.15 0.1 8.5 23.3. 56.6 NTUs NTUs NTUs NTUs Turbidity of standard equal to I mg SO4 ... B______________ 0.23 8.74 Turbidity of standard equal to 2 mg SO4 0.22 .Ci_________________ 23.55 -i Turbidity of standard equal to 3 mg SO4 0.38 57 'I) :- I - - -.- - EK, INC. DIRECT SHEAR TEST I Project Name: Buena Vista Sample Source:. B1-1 @ 51 ' Project Number: 2643-03 - Date Tested: 07/23/04 I Lt reddish brown silty medium Soil Description: to fine SAND I -* Notes: i - The soil specimen used in the shear box were ring samples collected dunnjthe field investigation. - - - - . 2- Shear strength calculated at maximum load. 3. The tests were rail at a shear rate of 0.05 iWmin.-- ... $ PLATESH1' r Test No. Load (ksf) Water Content (%) Dry Density (pci) 1 1.4 6 107 2 2.8 6 107,, 3 5.6 6 107 -. ,•• Mr. William Kg February 3. 2014 Carlsbad, California Project No.: 3438.SD3 Geotechnical Update and Plan Review Page 2 of 7 Vista. Plans indicate that 1450 cubic yards of cut and fill grading will occur to create level - building pads with associated slopes. All slopes are designed at gradients of 2:1 or flatter. The * highest proposed slope is a fill over cut approximately IS feet high descending from Parcel 4 to . Parcel 3. Slopes to this height were addressed in Reference I and expected to meet or exceed 1.5 factor of safety. The deepest planned fill is approximately 10 feet at the northeast corner of 'I. parcel 4. The deepest planned cuts are about 5'/2 feet of Parcels 1-3. All four parcels are planned as transition (cut/fill) lots. . - - Geotechnical conditions are relatively straight forward with paralic deposits (aka terrace deposits) blanketed by up to two (2) feet of material considered to be "slopewash". The slopewash and the upper portion of the paralic deposits are considered to be potentially compressible. Testing Indicated that site soils display very low expansion, although more - expansive soils may be encountered. - Recommendations - In general, the recommendations in our referenced report are considered valid and remain applicable unless specifically modified herein. Based on the current plan and codes some mdifications are warranted. These are offered below: Building Codes and Standards Various sections of the prior Geotechnical Evaluation referred to codes or test procedures that change over time. Example are: the 2001 California Building Code was referenced and ASTM Standards have been updated. All such dated references should be considered updated to the current code or procedure. As such, the 2013 California Building Code should be applied. With respect to updated test procedures for ASTM Standards these changes are not considered significant enough to warrant retesting at this time. ASTM standards referenced with dates are subject to the current standards. Testing during construction should be consistent with the - then current standards. •- ., - I • - •._ __ I-' - • . Grading.Procédures Theenclosed grading guidelines present general recommendations for site grading operations and should be considered as part of this report. I - - - - • Approximately three (3)of slopewash and weathered paralic deposits are anticipated to require removJ and recompaction. This may vary and some locally deeper areas may be encountered. r . On transition lots or those with fill less than ten (10) feet in depths, the base of the fill should * slope ata gradient no stepper than 3 (horizontal) to I (vertical). Cut areas and shallow fill areas : •-• • .. I •' - . GEOTEK -• t - - . •.• jL • .. •. . • -- •:- 4 -. . . - --•-- - Mr. William King February 3. 2014 V Carlsbad, California . V . Project No.: 3438-SD3 Geotedinical Update and Plan Review V .• V - - Page 3 of 7 on building pads should be over-excavated a minimum of 5, feet of below finish grade and V V returned to grade as engineered fill V V V Septic systems, buried foundations or other features associated with the existing residence on the remainder parcel could be encountered during grading if so appropriate recommendations V can be offered at that time. V V Care should be taken not to impact adjacent properties during site grading this particularly true during needed removals. • V 'V Seismic Design Parameters V •. - V V V Current ground accelerations determined from the USGS Website, Earthquake Hazards Program vary from the values presented in our prior report. Current values are provided V V below. The site is located at latitude 33.1690 and longitude 117.3381. Site spectral V accelerations (Ss and SI), for 0.2 and 1.0 second periods and 2 percent probability of V exceedance in 50 years (MCE) was determined from the USGS Website, Earthquake Hazards V V Program, Interpolated Probabilistic Ground Motion for the 'Conterminous 48 States. The site is V V considered a Site Class "C". The results are presented in the following table: V SITE SEISMIC PARAMETERS V V Mapped 0.2 sec Period Spectral Acceleration, S (g) V V• VVV 1.030 Mapped 1.0 sec Period Spectral Acceleration, S (g) V V V 0.434 Site Coefficient, Fa V 1.00 Site Coefficient, Fv V V . 1.00 Maximum Considered Earthquake Spectral Response Acceleration Parameter at 0.2 Second, SMS (g) V 1.030 Maximum Considered Earthquake Spectral Response Acceleration Parameter at I second, SM I (g) V 0.593 . Design Spectral Response Acceleration Parameter for 0.2 Second, SDS (g) 0.753 DesignSpectral Response Acceleration Parameter for 1.0 Second, SDI (i) 0.395' Seismically resistant structural design in accordance with local building ordinances should be followed during the design of the structures. The California Building Code (CBC) has been V developed to reduce the. potential for structural damage. However, as the result of ground shaking generated by nearby earthquakes some level of damage and associated economic V - consequences are considered likely in this general area. 2 r V •V S All GEOTEIC V V S 4 ' Mr..WilliamKlng February 3,2014 Carlsbad, California Project No.: 3438-SD3 Geotechnical Update and Plan Review Pap 4of7 Foundation Design Criteria Preliminary foundation design criteria for a conventional foundation system, in general conformance with the 2013 CBC and California Residential Code, are presented herein. These are typical design criteria and are not intended to supersede the design by the structural : I . éngineer These recommendations also due not apply to areas that are delineated to have structural setbacks. - Per the CBC site soils tested are not considered to be expansive soils. Below are preliminary. '.4 'foundation recommendations assuming these conditions. If soils that are considered to be 'xpansiveare placed in the upper portions.. ofthe fill then modified recommendations would be C required. Additional laboratory testing should be performed at/near the completion of site grading to verify the expansion potential of the subgrade soils. : summary of our preliminary foundation design recommendations are presented in the table 4 below. 3 - 4. TABLE I - MINIMUM DESIGN REQUIREMENTS .. ;: H.. L .. p l.• 'F It should be noted that the above recommendations are based on soil support characteristics only. The structural engineer should design the slab and beam reinforcement based on actual lOading conditions. : The following criteria for design of foundations should be implemented into design: 5k . . GEOTEK -p. t .. . 5 - i-..'-- DESIGN PARAMETER EI<20 & P1<20 Founthtiân Depth or Minimum Perimeter Beam Supporting I Floor -12 Depth (Inches below lowest adjacent grade) Supporting 2 Floors - IS Minimum Soil Embedment (Inches) 12 ' Foundation Width (Inches) Supporting I Floors —12 Supporting 2 floors - IS Minimum Slab Thickness (inches) 4 (actual) Minimum Slab Reinforcing No. 3 rebar 24" on-center, placed in middle third of slab Minimum Footing Reinforcement Two (2) No. Reinforcing Bars One (I) top and one (I) bottom - Presaturation of Subgrade Soil Not Specific (Percent of OpiimumlDepth in Inches) Wetted prior to pouring concrete S S - 4 7 Mr. William King S. February 3, 2014 Carlsbad, California :' 1 Projet No.: 3438-SD3 .- GeotedinicalUpdateandplanRevlew '' - '.Page 5of7.'- .4 I. An allowable bearing capacity of 2000 pounds per square foot (psf) may be used for design of continuous and perimeter footings at least 12 inches deep and 12 inches wide, and pad footings 24 inches square and 12 Inches deep. This value may be increased by 200 pounds per square foot for each additional 12 inches in depth and 100 pounds per square foot for each additional 12 inches in width to a, maximum value of 3,000 psf Additionally, an increase of one-third may be applied when considering short-term live loads (e.g. seismic and wind loads). The passive earth pressure may be computed as an equivalent fluid having a density 'of ' 250 psf per foot of depth, to a maximum earth pressure of 2,500 psf for footings founded on engineered fill. A coefficient of friction between soil and concrete of 0.25- may be used with dead load forces. The upper one foot of soil below the adjacent grade should not be used in calculating passive pressure. - When combining passive . pressure and frictional resistance, the passive pressure component should be reduced - S by one-third. A grade beam, 12 inches wide by 12 inches deep (minimum), should be utilized across large opening or garage entrances. The base of the grade beam should be at the same elevation as the bottom of the adjoining footings Isolated exterior footings should be tied back to the main foundation system in at least one (I) orthogonal directions. It should be noted that additional recommendation may be needed in the event that deepened foundations (i.e. piers/caissons) are determined to be needed in setback areas., Miscellaneous Foundation Recommendations I. To minimize moisture penetration beneath the slab on grade 'area utility, trenches, should be backfllled with engineered fill, lean concrete or concrete' slurry where they intercept the perimeter footing or thickened slab edger- Soils from the footing excavations should not be placed in the slab-on-grade areas unless ' properly compacted and tested. The excavations should be' free of loose/sloughed . - materials and be neatly trimmed at the time of concrete placement. Under-slab utility trenches should be compacted to project specifications. Compaction ' should be achieved with a mechanical compaction device. If backfill soils have dried out, they should be thoroughly moisture conditioned prior to placement in trenches. Utility trench excavations should be shored or laid back in accordance with applicable CAL/OSHA standards. On-site materials may not be suitable for use as bedding material, but will be suitable as ' backfill. Jetting of native soils will not be acceptable. 4 4 GEOTEK 1 1 , Mr. William King February 3, 2014 California Project No.: 3438-SD3 Geotechnical Update and Plan Review Page 6 of 7 Settlement . I. . - The anticipated total and differential settlements are estimated less than I inch and 112 inch - . - over 40 feet of horizontal distance, respectively. Foundation Set Backs • :Minimum setbacks to all foundations should comply with the 2010 CBC. Any improvements not conforming to these setbacks may be subject to lateral movements and/or differential settlements: • The outside bottom edge of all footings should be set back a minimum of H/3 (where H is the slope height) from the face of any descending slope. The setback should be at least 7 feet and need not exceed 40 feet. - - •- -.•. * F - - • The bottom of all footings for structures near retaining walls should be deepened so as to extend below a 1:1 projection upward from the bottom inside edge of the wall stem. The bottom of any existing foundations for structures should be deepened so as to extend below a I I projection upward from the bottom of the nearest excavation. I * -- t - -. Moisture and Vapor Retarding System - A moisture and vapor retarding system should be placed below slabs-on-grade where moisture -:'' 'Migration' through the slab is undesirable. As a minimum, the capillary break and moisture 4 .. retarder should be in conformance with the 2013 CBC Section 1907.1 or, if adopted by the local agency, the California Green Building Standards Code (CALGreen) Section 4.505 * lt should be realized that the effectiveness of the vapor retarding membrane can be adversely impacted as the result of construction related punctures (e.g. stake penetrations, tears, punctures from walking on the aggregate layer, etc.). These occurrences should be limited as t'much as possible during construction. Thicker membranes are generally more puncture resistant than thinner ones. Products specifically designed for use as moisture/vapor retarders may -also be more puncture resistant. It is GeoTek's opinion that a minimum 10 mil thick membrane with joints properly overlapped and sealed should be used. Moisture and vapor retarding systems constructed in compliance with Code minimums provide acertain level of resistance to vapor and moisture transmission through the concrete, but do not eliminate ft. The acceptable level of moisture transmission through the slab is to a large ?extent based on the type of flooring used. Ultimately, the vapor retarding system should be comprised of suitable elements to limit migration of water and reduce transmission of water , GEOTEK q - S .. . . -• . Mr. William King February 1, 2014, - Carlsbad. California PrOjeCt No.. 3438SD3 Geotechnical Update and Plan Review Page 7 of ' vapor through the slab to acceptable levels. The selected elements should have suitable . * properties (i.e. thickness, composition, strength, and permeance) to achieve the desired performance level. Consideration should be given to consulting with an individual possessing specific expertise in this area for additional evaluation. Pavement Design -. .. . The plans indicate that pavement widening will be performed on both James Drive and Buena Vista Way. Four (4) inches of asphaltic concrete (AC) on six (6) inches of aggregate base (AB) is shown for both widenings. Per the City of Carlsbad Standards as indicated in Table A Street Design Standards based on the right of way width both streets would be considered to be cul- • de-sacs having traffic indices (TI) of 4.5. However, it is our' understanding that the City has indicated both sweets are considered as having a TI of 5.0. The indicated 4"AC on 6"AB is likely more than sufficient for the anticipated R-Value conditions. Assuming an R-Value of 25 with a traffic index of 5.0 a section of 4"AC on 4"AB would be sufficient and meet City minimum standards. The 4"AC on 6"AB section would accommodate a subgrade condition. .. . with and ft-Value of 13 or greater. R-Value testing when the subgrade is exposed, should be performed to assess the actual condition and final required sections The opportunity to be of service is greatly appreciated. If you. have any questions.cOncerning this report, please do not hesitate to call the undersigned. - . ,.. . . Respectfully Submitted, cc 15 Exp. W3011-4 TP loris OF C E ?Prindapal Geologis ng Professional 2, Nr- Distribution: I addressee . .. - -., . I Mr Robert 0 Sukup via Email I . .,, * -.. ....... • GEOTEK - 8-34 44 Rev. 03I09' 5 4 ' (city. of Carlsbad r CERTIFICATION OF SCHOOL FEES PAID B-34 Develooment Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gv This'form must be completed by the City, tl'ie aplicant, and the appropriate school districts and returned to the City - prior to issuing a building permit The City will not issue any building permit without a completed school fee form Project Name Pacific Legacy Homes Building .Pérrnit Plan Check Number 'PCI5-70 I CB154544 & CB154546 Project Address: 2787& 2789 JAMES DR A P N 156-142-57-00 Project Applicant '1 PACIFIC LEGACY HOMES (Owner Name) -. Project Description Single Family & 2 nd Dwelling unit Building Type '- Residential Residential: ' 2. . NEW DWELLING UNIT(S) 2,927 'Square Feet of Living Area in New Dwelling/s Second Dwelling Unit 596 Square Feet of Living Area in SDU Residential Additions Net Square Feet New Area Commercial/Industrial: .. 'Net Square Feet New Area City Certification of, Applicant Informatiàn5 JcetAltcL#- Date 05/03/2016 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District EJ Vista Unified School District San Marcos Unified Schooi District 6225 El Camino Real - 1234 Arcadia Drive 2 5 5 Pico A v e S t e. 1 0 0. Carlsbad CA 92009 (760-331-5000) - Vista CA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) - .2222 Contact: Nancy Dolce (By Appt.0n1y) LI Encinitas Union School District- " E] San Dieguito Union High School District-By Appointment Only By appointment oiiiy , 684 Requeza Dr. 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Encinitas, CA 92024 .(760-753-6491 x 5514) (7609444300 x1166) Certification of AplióanUOners. The person executing this declaration ("Owner") certifies under penalty of perjuri - that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person ex6cutirig this declaration is authorized to sign on behalf of the Owner. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE-BEEN OR WILL BE SATISFIED. SCHOOL DISTR!CTh . : The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities This is to certify, that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL - •_i ,-.-' I YN'tA /VV. . cu TITLE -' NAME OF SCHOOL DISTRICT .. CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD, CA 92009 DATE - PHONENUMBER . 10 33I-sccO Signature Date / B-34 Page 2 of 2 Rev. 03/09 ' .... • CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov To address post-development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). To view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2) atwww.carlsbadca.gov/standards. Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject to additional criteria called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the storm water standards applied to a project. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the City. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A separate completed and, signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, you must also complete, sign and submit a Project Threat Assessment Form with construction permits for the project Please start by completing Step I and follow the instructions. When completed, sign the form at the end and submit this with your aønlication to the city. ,STEP ,1 131 .1 'TO,' . .' ..' OMPLETED: FOR, ALL PROJECTS", To determine if your project is a priority development project, please answer the following questions: YES NO Is your project LIMITED TO constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: (1) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-erodible permeable areas; OR (2) designed and constructed to be hydraulically disconnected from paved streets or roads; OR (3) designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? Is your project LIMITED TO retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance Green _with _the _USEPA_ _Streets _guidance? If you answered "yes" to one or more of the above questions, then your project is NOT a priority development project and therefore is NOT subject to the storm water criteria required for priority development projects. Go to step 4, mark the last box stating "my project does not meet PDP requirements" and complete applicant information. If you answered "no" to both questions, then go to Step 2. E-34 Page 1 of 3 Effective 6/27/13 <4 CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STEP,2 4' i.10 BE COMPLETED FORALL NEW OR REDEVELOPMENT. PROJECTS To determine if your project is a priority development project, please answer the following questions: YES NO Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. Is your project creating or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, public development projects or private land. _residential, _mixed-use,_and _on_public Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside development project includes development on any natural slope that is twenty-five percent or greater. K Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site-and supports a parking lot. A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a street, road, highway freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. Is your project a new or redevelopment project that creates or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to_ the commingles lands).* _ESA _(i.e._not _with _flows _from _adjacent Is your project a new development that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. Is your project a new development that supports a retail gasoline outlet (RGO)? This category includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? ills your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? If you answered "yes" to one or more of the above questions, you ARE a priority development project and are therefore subject to implementing structural Best Management Practices (BMP's) in addition to implementing Standard Storm Water Requirements such as source control and low impact development BMP's. A Storm Water Management Plan (SWMP) must be submitted with your application(s) for development. Go to step 3 for redevelopment projects. For new projects, go to step 4 at the end of this questionnaire, check the "my project meets PDP requirements" box and complete applicant information. If you answered "no" to all of the above questions, you ARE NOT a priority development project and are therefore subject to implementing only Standard Storm Water Requirements such as source control and low impact development BMP's required for all development projects. A Storm Water Management Plan (SWMP) is not required with your application(s) for development. Go to step 4 at the end of this questionnaire, check the "my project does not meet PDP requirements" box and complete applicant information. E-34 Page 2 of 3 Effective 6127/13 4 ^AL 04 h> CITY OF CARLSD/AD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STEP 3 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPEMENT PROJECTS ONLY Complete the questions below regarding your redevelopment project: YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the-previously existing development? If you answered "yes" the structural BMPs required for Priority Development Projects apply only to the creation or replacement of impervious surface and not the entire development. Go to step 4, check the "my project meets PDP requirements" box and: complete applicant information. If you answered "no,' the structural BMP's required for Priority Development Projects apply to the entire development. Go to step 4, check the "my project meets PDP requirements" box and complete applicant information. U My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of application. I understand flow control (hydromodification) requirements may apply to my project. Refer to SUSMP for details. 91 My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP. As part of these requirements, I will incorporate low impact development strategies throughout my project. Applicant Information and Signature Box Address: 277kf'(EOV Applicant Name: rc c?' ,4rA'$41 LiecU*ii Applicant Signafu - Accessor's Parcel Number(s): !'- (4-7-- -o Applicant Title: Date: This Box for City Use Only . City Concurrence: YES NO By: Date: Project ID: * Environmentally Sensitive Areas include bUt are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their quivalent under the Multi Species Conservation Program within the Cities and County of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. E-34 Page 3 of 3 Effective 6/27/13 STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. . THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES For City Use Only CITY OF CARLSBAD STANDARD TIER 1 SWPPP Approved By: Date: PROJECT INFORMATION Site Address: 2787 James Drive, Carlsb Assessor's Parcel Number: Ir (4Z c X7 Project ID: 1156 Construction Permit No.: 142 Estimated Construction Start Date 58 Project Duration 00 Months Emergency Contact: Name: At.-W') WWI* lJYo"J 24 hour Phone: 760. Perceived Threat to Storm Water Quality Medium ft7j Low If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs oQ CITY OF CARLSBAD STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP E-29 Deve!oz,men t SerWces Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STORM WATER COMPLIANCE CERTIFICATE V My project is not in a category of permit types exempt from the Construction SWPPP requirements V My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). V My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code) V My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following criteria: located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. c/-- rfM OWNER(S)! W EI'S A T NAME (PRINT) OWNER(S)/OWNER'S AGENT NAME (SIGNATURE) DATE E-29 Page 1 of 3 . REV 4/30/10 Erosion Control Sediment Control BMPs Tracking Control Non-Storm Water Waste Management and Materials BMPs BMPs Management BMPs Pollution Control BMPs C C '6 CD) . a, Best Management Practice a .9 i E. a, (BMP) Description 9 u) I— E 0) CO • 0Cn 0 v r 0 ) c 00 c 0) _(')E20. W N)N >' M o cc l I ,l .2 72 LD a) ° I c 22 '5 a,. c c 2 ac C i o c LUO .2 U) U) CO . 0 ' LL 0 . U)> U) U)O C'). 0)o U) o ci Q >(. C/) C/) C. U) I O CASQA Designation 9 0? C? 19 r, '7 Ci 7 c) "r 0? 7 "? t U? L) LU o LU 0 LU 0 LL U) W Cl) LU U) W U) LU (I) W Cl) LU U) • LU F- I— U) Z Cl) Z U) Z U) Z Construction Activity LU U) Grading/SoilDisturbance Trenching/Excavation - Stockpiling - - - - - - - - - - - - - Drilling/Boring - - - - - - - - - - Concrete/Asphalt Saw -- - - cutting - - - - - - - - - - - - KI Concrete flatwork - - - - - - x - - - Paving . Conduit/Pipe Installation . Stucco/MortarWork - - - - - - - - - - - — Waste Disposal - - - - --- - — - - - - Staging/Lay Down Area - - - - - - - - -X1 - - - Equipment Maintenance - - - and Fueling - - - - - — - - - - - Hazardous Substance -- - -- Use/Storage - Dewatering --------- Site Access Across Dirt Other (list): - - - - - - -- — - - - - - - - Instructions: Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction. Add any other activity descriptions in the blank activity description bàxes provided for that purpose and place a check in the box immediately to the left of the added activity description. For each activity descrribed, pick one or more best management practices (BMPs) from the list located along the top of the form. Then place an X in the box at the place where the activity row intersects with the BMP column. Do this for each activity that was checked off and for each of the selected BMPs selected from the list. For Example — If the project includes site access across dirt, then check the box to the left of 'Site Access Across Dirt". Then review the list for something that applies such as 'Stabilized Construction Ingress/Egress" under Trackilig Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column and place an X in the box where the two meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write in "Cover with Plastic" in the blank column under the heading Erosion Control BMPs. Then place an X in the box where the "Stockpiling" row intersects the new "Cover with Plastic" column. To learn more about what each BMP description means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures. The reference also explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project. E-29 Page 2 of 3 REV 4/30/10 Project Address: Assessor Parcel No; Z7t7 JAW PkVt 11t4Z4O0 OwneriOwnef's Authorized Agent Name: Title: Plofl& W6ACr Owner/Owner's A Is tho ti nature: Date: City Concurrence: By: Date: Project ID: DYES ONO Page 1 of I Rev.03/09 - .C.ITYOF CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov I am applying tô,the City'of.Carlsbad for the following type(s) of construction permit: Building-Permit U Right-of-Way Permit U My project is categorically EXEMPT from Electrical Patio/Deck the requirement to prepare a storm water I Fire Additional Photo Voltaic pollution prevention plan (SWPPP) because it - Fire Alarm Re-Roofing only requires issuance of one or more of the Fixed Systems Mechanical Sign Spa-Factory following permit types: Mobile Home Sprinkler - Plumbing Water Discharge . Project Storm Water Threat Assessment Criteria* No Threat Assessment Criteria U My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the "no threat" assessment criteria on the Citys Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level. My project does not meet any of the High, Moderate or Low Threat criteria described below. Tier I - Low Threat Assessment Criteria My project does riot neet any of the Significant or Moderate Threat criteria, is not an exempt permit type (See list above) and the project meets one or more of the following criteria: Results in some soil disturbance; and/oi - Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). Tier 2 - Moderate Threat Assessment Criteria, 0 My project does not meet any of the Significant Threat assessment Criteria described below and meets one or more of the following criteria: Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or Disturbed area is located on a slope with a grade at or exceeding 5 horizotaI to 1 vertical, and/or Disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse, and/or Construction will be initiated during the rainy season or will extend into the rainy season (Oct 1 through April 30) Tier 3 -, Significant Threat Assessthent Criteria U My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any. associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas: and/or U My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas: or, U My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). I certify to the best of my knowledge that the above checked sfatemeAts are true and correct I understand and acknowledge that even though this project does• not require preparation of a construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply with the storm water best management practices pursuant t, Title 15 of the Carlsbad Municipal Code and to City Standards. The City Engineer may authorize minor variances from the Storm ....- - Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted. B-24 - 2 - - -'- *- - - - -*- - -- --- - - -- - - I - - -- 71 z1LLii: T:zE1!$ :LtL :Ii7 TiJt \) / - -+ 4 7,7 jo ----- Q. I -* ----4 - , - - - -- - - —u —-4 —:--;-- -f--j -- -1 - -H-H- ---H Ill 4 fI94 4 N - - *_t*_ x 14 vlk I * r I I -- --- - — - - - - I - — - - - -.-- -- - -.------ - - - 006. Ji - -------- - ---t- -4-- ---- * tHH-HHH -H---HLH-h - - I - 1 I _ Nil -:-- - * --i- -* ---i-_-- - ci J, L000l( - * I k - city'f Cdrlsbad Print Date: 08/28/2018 : Permit No: PREV2017-0181 Job Address 2787 James Dr Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled',' Parcel No: ' •1561425800. Lot #: Applied: 08/22/2017 Valuation . $ 0 00 Reference # DEV13013 Issued Occupancy Group ' Construction Type Permit 08/28/2018 - 'S Finaled: # Dwelling Units Bathrooms Inspector Bedrooms Orig. Plan Check # PC150070 Final Plan Check #: Inspection: Project Title:''' KING PROPERTY - Description PACIFIC LEGACY REMOVE KITCHEN IN 2DU AND REMOVE 2DU USAGE OF THE 596 SF r 'App!icant: - Owner: PACIFIC LEGACY HOMES .' " PACIFIC LEGACY HOMES INC MICHAEL GRAHAM 16870 W Bernardo Dr Suite 400 ' 16870 W Bernardo Dr, Ste 400 SAN DIEGO, CA .92127-108 . SAN DIEGO, CA 92127 / 858-756-1191 • 858-756-1191 FEE ,•' - • - AMOUNT Total Fees Jotal Payments To Date Balance Due I,. -p - •' - •:_ - -' ' , S -. - 1 , 1 .5 5 • -- ••' -- * 5. _'_5• .' .' • - ,_55 - - / - S - - - - - '-- -••,-- • -. - - .'• - • - - -- 5 . , : I 5 ..') 5 ,•(, -, 5._ 'S. , ,• .'-• S - - -- S' -S. .5 - -.. :': , '• .. , • - , 4 . -. * - - S. 5•'•' ,,•, '-• -' .Building Division 1635 Faraday'Avenue, Carlsba/d CA 92008-7314 I 760-602-2700 760-602-8560 f I wwwcarlsbadca.gov - 5. IF o) Plan Check-Revision No. 1"KLVLOl 1 01 1 Original Plan Check No. 66 Prtojct Adr /'i'01 JAMEs t-i L/r, Date_ 2J (7 Confact _i'C4I11L 64141fr1 Ph 0,59, 736 11' I Fax Development Services (Guy o f CHECK REVISION C .. . d Building Division APPLICATION ar s -- - •1 1635 Faraday Avenue - : - •. - B-I 5 760-602-2719 www.carlsbadca.gov , - - •-. -•- - - 5001 - - •-; :' - : - - -. -• .: Email - jv rc4d aj 14 oM (J Contact Address IW1°14 JO p, 406 City_a4A Pie Zip Genral Scope of Work _PL4Th I1CI1frJ IN 5I2L1 AKV PrWTE, .5 O) ucE Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person . Elementsrevised: . , -Plans., Calculations Soils LI Energy LI Other____________________________ -2. 3. 4. : bescri6erevisions in detail List page(s) where List revised sheets • $ 1 each revision is shown that replace existing sheets 1'kJp4Lic (W TMf5p(.). -so V TS, A.A.Io ,4.(2.. c) is_ct, ôju /4 LVf6g"f . IA) 1I A. VaWNFtl AfAOJ 1XtLQPT1CW4"W AN Afit-90 tJ ,.; "- •" • - .- - I I •- - . - .,- 5. Doethisre'ision, in any i'ay, lter the exterior of the project? Yes XT No "', -. -. . - -r uoes tnis revision add /-NY new floor area(s)? [J Yes No - , -Does this revision affect any fire related issues? LI Yes II No t . ---8.. -Is thisac6m01eté se [Ii] .Yes 0 No - - - 1635 Faraday Avenue Carlsbad CA 92008 b 760 602 27 19 f 760 602 8558 Email building@carlsbad'ca'.gov ,- www.carisbadca.gov -. - /•__ -- PACIFIC LEGACY - . HOMES - - I - ftc ' ) August 22, 2017 op Building Inspector . .., • - . City bfCarlsbad . . . . . . Building Inspection V I 635Faraday Avenue Carlsbad, CA 92008. . . . . 1 - . RE: Buna Vista Colony - 2787 James Drive, CB I 54546/Plan Change I Dear Building lnspction I am writing regarding the Secondary Dwelling Unit (SDU) in the second floor of the subject project We proposed a portion of the structure to be designated and permitted as an SDU We intended to offer - the SDU to prospective buyers as an additional feature. In order to provide the most flexibility, we offered the'kitchen in the SDU'as a buyer optional upgrade item. We designed and constructed the space with all the building code improvements that were. required in the 2013 CBC. The buyer did not want the option al kitchen andits ancillary electrical, plumbing, and HVAC improvements. Therefore, we sold the property without the kitchen. Consequently, our desire is to delete the kitchen from the approved permit get and eo delete the Secondary Dwelling Unit use in second floor. We would like to remove the SDU any reference to i onth.e building permit plans. Attached is a copy of the Plan Check Revision Application.- ' The SDU is not a condition of the underlying Parcel Map We voluntarily proposed the SDU primarily as a buyer feature and secondarilyas an additional residential unit to offset housing demand in Carlsbad. Please let us know if 'you have any questions or need anything else. Thank you in advance. Sincerely, - . PACIFIC LEGACY HOMES, INC. -4 Michael Graham, PE President 4 £ * •• . ., -- . --•-: . 16870W.BERNARDO DRIVE, SUITE 400 SAN DIEGO, CALiFORNiA92127T858.7 6.11 91 -: WWW.PACiFiCLEGACYI-IOMES.COM Jk I6O7O- .... /1701) V. ccity of Carlsbad evisio Permit J1T. 'rintDate:O8/28/2O18 Permit No: PREV2017-0031 'Job Address: i 2787 James Dr PernitType: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled :Yacel No:: 'I 1561425700 Lot #: Applied: 02/16/2017 Valuation:. $ o.ob• z Reference #: DEV13013 Issued: 0ccupancy Group:,, .. Construction Type Permit 08/28/2018 ' r Finaled: #Dwelling Units: • -. * Bathrooms: Inspector: Bedrooms'-. - Orig. Plan Check #: PC150Q Final Plan Check #: Inspection: Project Title .,. KING PROPERTY Description PACIFIC LEGACY STRUCTURAL CHANGES TO 2DU -. .- Applicant: - Owner: PACIFIC LEGACY HOMES INC, - PACIFIC LEGACY HOMES INC JULIO HERNANDEZ '• . 16870 W Bernardo Dr 16870 W Bernardo Dr Ste 400 San Diego, CA 92127-1604 - SAN DIEGO, CA 92127 858-756-1191 - .,- ... . 858-756-1191 FEE AMOUNT -- ,Totàl Fees ,' • Total Payments To Date: Balance Due: • * 1•, -. -• • ,• . L4 • I ,•, - - - - * - . :- • 4 1' - . Building Division 1635 Faraday Avenie, Carlsbad CA 92008-7314 1 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov t 'Citv ol PLAN CHECK REVISION J APPLICATION Carlsbad B-15 2. - Describe revisions in detail - S 3. List page(s) where each revision is shown List revised sheets that replace existing sheets 1-04 J 43-0 ou P. - - - Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No PP.LVOI _W31 Original Plan Check No P '°° -7 / ProjectAddress 2:7 Date 2/I!/7 Contact UL 1 0 J1oJ2 Ph 4O -( 4-q Fax Email jev-ck2 k3 4f \1c.kY cOW' Contact Address b7 -' City zip c(2-1 27 GeneralScope of Work , .- • - -... • ,Original 7 plans prepared by an architect or engineer, revisions must be signed & stamped by that person ' 1 . Elements revised Plans Calculations Soils E Energy Other 5. Does this revision in any way, alter the exterior of the project? E Yes No 6 Does this revision add ANY new floor area(s)? Yes No Does this revision affet any fire related issues? Yes Ea No ls.this a c6mplete et? - Yes No Sigature 1635 Faraday Avenue,'Carlsbad, CA2008. t2: 760-602- 2719 E: 760-602-8558 Email: buiIding@carlsbadcagov. t. %AAAA" rrIchfr airt, •••.•..-•-•-'-'--.'-. - ..- - -: .-1-_-_'t 5I V IV -- - - - 4 t EsGil Corporation In anersfiip with Government for Buifiing Safety DATE: February 27, 2017 U,APPLICANT ,Z JURIS. JURISDICTION: Carlsbad U PLAN REVIEWER U FILE ' PLAN CHECK NO.: cbPREV2017-0031 (PC15-0071) SET: I 4 •.• .-. - PROJECT ADDRESS: 2787 James Dr ':. PROJECT NAME: SFD/2nd Dwelling/Garage/Covered Porches/Decks for Pacific Legacy.41 - The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LII The plans transmitted herewith will substantially comply with the jurisdiction's .....- , codes when minor deficiencies identified below are resolved and checked by building department staff. Thé plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. . -- •• .1 .:Z The'check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. fill 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: Julio Hernandez U- 3 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: Julio Hernandez Telephone #: 619-540-6844 ate cont9ted:'tl'(bY:Y"Q.. Email: jhernandez@pacificlegacyhomes.com #'jI.aiI t7e1eph0ne Fax In Person REMARKS: • -1'. • • - By: Abe Doliente Enclosures: EsGil Corporation El GA L1 EJ LI MB LI Pc 2/21/17 ••. -•• 2' * 9320 Chesajeake Drive, Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad cbPREV2017-0031 (PC15-0071) February 27, 2017 GENERAL PLAN CORRECTION LIST PLAN CHECK NO.: cbPREV2017- . .,. DATE REVIEW COMPLETED:. February 27, 2017 N FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International 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 o 'before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. . 0' 0 . . 0 . . ,,, ,0, ' - • - ,. 0 * Carlsbad cbPREV2017-0031 (PC15-0071) February 27, 2017 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE 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 TWO 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 1. Provide justification of using hold downs with lesser capacity than the ones originally approved on sheet S-4 of the plans. - . ) S - - 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? - U'Yes - D No 3 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 Abe Doliente at Esgil Corporation Thank you I 4 - :? •. 4 1 ) Carlsbad cbPREV2017-0031 (PC15-0071) February 27, 2017 (DO NOTPAY— THIS IS NOTAN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: cbPREV2017- 0031 (PC15-0071) PREPARED BY: Abe Doliente DATE: February 27, 2017 BUILDING ADDRESS: 2787 James Dr. :BUILDING OCCUPANCY: BUILDING.: PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance I I I $187 501 Plan Check Fee by Ordinance ky I Type of Review Complete Review fl Structural Only E Repetitive Fee El Other - Repeats Hourly 1.5 Hrs. © * EsGil Fee $100.00 I $150.00I Based on hourlyrate • Comments: - . . Sheet 1 of 1 - macvalue.doc + - - 'a• . - :,-- .