The URL can be used to link to this page

Home My WebLink About2781 JAMES DR | 2783 JAMES DR; ; PC150071; PermitCity of Carlsbad 1635 FaradayAv Carlsbad, CA 92008 Print Date: 12/20/2017 Permit Permit No:RC15O071 www carlsbadca gov Job Address: / Permit Type BLDG Migrated Work Class BLDG Migrated Status Closed Finaled Parcel No: 1561425700 Lot #: Applied: 12/22/2015 Valuation: $ 0.00 Reference #: DEV13013 Issued: Occupancy Group: Construction Type: Finaled: 12/20/2017 # Dwelling Units: Bathrobms: Inspector: Bedrooms: Orig. Plan Check #:, Plan Check #: Project Title KING PROPERTY Description PLANCK PACIFIC LEGACY 2,527 SF LIV MAIN HOUSE [ 5965F ATTACHED 2DU Total Fees )Total Paymehts To Date Balance Due / S THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0 PLANNING 0 ENGINEERING 0 BUILDING 0 FIRE [:]HEALTH 0 HAZMATIAPCD ltt Building Permit Application Plan Check No. CSS. 454-34_ of 1635 Faraday Ave., Carlsbad, CA 92008 City Est. Value 4's . Ph: 760-602-2719 Fax: 760-602-8558 Plan Deposi t Carlsbad Z3 email:)oilcn9@casbadca.9ov IswP JOB ADDRESS Z18 I tiames Drive, Carlsbad, CA 92008 SUITE#/SPACE#/UNIT# - APN - - 156 142 57 00 CT/PROJECT # LOT S PHASE # # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP 5 45 VB R3,U DESCRIPTION OF WORK: Include Square- Feet otAffected 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 FIRE SPRINKLERS Vacant residential lot I Single-family Res. 596 313 1 226 YES#, NOD JAIRCONDITIONING YES [:]NO YES NOD 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 92127 PHONE . . . . FAX . . PHONE . - FAX 760.809.8732 , 858.756.1191 EMAIL - .. - EMAIL awash(pacificlegacyhomes.com . . _info(pacificleqacyhomes.com . - DESIGN PROFESSIONAL -Michael MichaelGraham CONTRACTOR BUS. NAME ADDRESS. ...-.- ..- ,ADDRESS- 16870 W._ Bernardo _Dr.,_Ste400 CITY STATL. . ZIP . - CITY STATE ZIP - San Diego CA 92127 --, PHONE - FAX . . . - - . PHONE .. . .........FAX 619.993.8896 EMAIL . , . .._ ..... EMAIL , mgraham(pacificlegacyhomes.com STATE LiC. # - STATE LIC.# . . CLASS CITY BUS. LIC.# Professional _Engineer-Civil C-49116 (Sec. (0:31.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a Civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following dedarationà: II 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. [J I have and will maintain workers compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit is issued My workers compensation insurance career and policy number are: Insurance Co. Policy No: . Expiration Date Thi section need not be completed if the permit is for one hundred dollars ($100) or less, M Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. .- CONTRACTOR SIGNATURE . DAGENT DATE I hereby affimi that lam exempt from Contractor's License Law for the following reason: [J 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 properly who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). - I, as 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 I am exempt under Section _____________Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement [Jyes ONO - 2:1 (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name! address! phone! contractors' license number): .5. I will provide some of the work, bull have contracted (hired) the following persons to provide the work indicated (include name! address! phone! type of work): 17 PROPERTY OWNER SIGNATURE LIAGENT DATE '.- 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? Cl Yes ,$ No ,' . •, - . -. . . - ' . Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Cl Yes ,_No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? . Cl Yes .No . .. - 4. - . 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 Iending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address 4 I certify that l have read the application and state that the above information is correct and that the information on the plans is accurate. I agree tocomphjwith all City ordinances and State laws relatingtribuitdingconstrucaton. I hereby authorize representative of the City of Carlsbad to enter upon the ab6ve mntisned properly for inspection purposes. IALSO 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 C' IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. '. . OSHA- An OSHA permit is required for excavations over 69 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 e.Vire by limitation and become null and void if the building or worlk authorized by such permit is not commenced! within 180 days from the date of such permit orif the buiId' gor authoI by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.44 Uniform Building Code). ,.APPLICANT'S SIGNATURE '. '' : DATE 4., - . - -. ..'. -' -n.. -. -. •..' '. :-. -- . ' "• ',, . t 44. .9 4 * , . . • .-, ,.. h.n't - . 4 , ,, ..... 4p - ,' ..- , . .. - . 'S •' ' . - .- - • ' - •; - . • ., , 't . ' ,r' S - -. . :5. . ...- . . -. '• .4 -. -• .', ." -4. , 4 - .-- 1• - - - . -,- . ,.- . 4_•_ - p4 ', ,, 'p . 4 4 4 - , , . ,-..' -. 4' 4.- . • - 4. • a 4 * , 4 -. . 4' 4 . ,• 4.' - EsGil C'oporation In cpartnersliip with covern)nent for ouilding safety DATE: April 29, 2016 0 APPLICANT JURISDICTION- Carlsbad Q PLAN REVIEWER OHLE PLAN CHECK NO.: PC15-71 S Ei III PROJECT ADDRESS: 2781 James Drive PROJECT NAME: SFD/2nd Dwelling/Garage/Covered Porches/Decks for Pacific Legacy The plans transmitted her have been corrected where necessary and substantially comply with the jurisdiction's building codes. j The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies, identified below'are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. '. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation, staff did 6dvise the applicant that the plan check has been completed. Person contactect— '-- Telephone #: Date contacted ( ') Email Mail Telephone Fax ;,f in Person LII REMARKS By: Abe Doliente . Enclosures: EsGil Corporation .'. El GA L1 EJ LI MB LI PC 41,26116. 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858)560-1576 EsGil Corporation In Partners/lip wit/i covernnzent for Building Safety DATE: April 13, 2016 U bPPLICANT 'JURIS. JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: PC15-71 SET:!! PROJECT ADDRESS: 2781 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. LII 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: Alvin Washington 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: Alvin Washington Telephone #: (760) 809-8732 Date contacted: fo__ (by(\4 Email: awashpacificIegacyhomes.com ItMaiI eIephor!t Fax In Person - LI REMARK8 By: Abe Doliente (for R.F.) Enclosures: EsGil Corporation Li GA LI EJ LIMB E PC .4I7I16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PC 15-71 April 13, 2016 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. notes in bold and underlined font are current. Please make all corrections, as requested in the correction list. Submit THREE full sets of plans for residential projects. For expeditious processing, corrected sets can be submitted Jn one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700: The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments.. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. 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 2. Verify final sets of plans and any new calculations will be stamped and signed by engineer and /or architect of record also. Signatures will be verified before plans are approved. Provide 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 framing when exceeds 24' in width. The truss design drawings must contain all the information listed in Section R802.10. EsGil did not receive truss drawings for this project 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 or a letter). CBC Section 107.3.4.2. See correction item no. 5. Carlsbad PC 15-71 April 13, 2016 . RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings,IongwitI additions/alterations thaf!ncrease the building's conditioned ared, volume or size. CGC Section 303.1.1. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. 10. Note on the plans that for new residential construction where landscape irrigation water is planned a water budget shall be developed that conforms to local landscape ordinance or the California Department of Water Resources Model Water Efficient Landscape Ordinance (MWELO), which ever is more stringent. To view the MWELO: hftp://www.water.ca.gov/wateruseefficiency/docs/MWELO TbContent Law. pd For the local landscape ordinance check with City/County Planning Department. CGC 4:304.1. This should be noted on the plans. 20. Please recheck all details to verify that they are complete and/or correct In addition please reference all details to applicable locations and cross out or remove those that do not apply. Sheet A.4 refers to detail 8 on sheet D.3. There is no detail 8 on sheet D.3 of the revised plans. 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. 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. 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 soilsexpansive characteristics and bearing capacity conform to the soils report." Carlsbad PC15-71 April 13, 2016 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. At the corner of grids I and 0 on sheet S-4 of the plans is shown 6X6 post connecting to a 4X4 post to the first level. Please revise sheet S-3 of the plans to show a 6X66 post. Also, revise sheet S-2 to show the correct post base as CBSQ66. Show the required hold down , HDUI4 n at the ends of the 5'10" shear wall at line 2 as called out on pages 5 & 11 of the structural calculations. Refer to sheet S-3 of the plans. c. Show the required hold down 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. Show the required shear wall type 2- F along grid line B as called out on pages 5 and 12 of the structural calculations. Refer to sheets S-2, and S-3 of the plans. Provide construction details on how the Hardy Frame shear wall is connected to the Steel Strong-wall. Refer to sheet S-3 and S-2 of the plans. 57. Specify minimum 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. Response refers to TBD. What does this mean? . 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. CarlsbadPC15-71 April 13, 2016 . fl 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 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 (for . R.F.)at Esgil Corporation. Thankyou. . * Carlsbad PC15-71 April 13, 2016 CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 ' Development Services Building Division :1635 Faraday Avenue 766-6022719 www.carlsbadca.gov 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. 'roject/Permit: Project Address: THIS SECTION MUST BE COMPLETED BY THEPOPERTY OWNERIAUTHORIZED AGENT. Pleasecheckif you are Owner-Builder 0. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) (Fist) - (ML) - (LaO) Mailing Address Email_______________________________________________________ Phone:________________________ I am: OProperfy Owner UProperty Owner's Agent of Record DArchitectof Record uEngineer of Record State-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 inspectionsi structural observations, construction materials testing and dff-site fabrication of building components, as prescribed in the statement of spebial inspections noted on the approved plans and, as required by the California Building Code. Signature: . -. . Date: CONTRACTORS STATEMENT OF RESPONSIBILITY (07CBC, Ch 17, Sectioh 1706). This section must be completed by the contractor I- builder / owner-builder. Contractorts Company Name: - ' . : Please check If you are Owner-Builder 0 Name: (Please print) (F(rst). v.t.i (Last) Mailing Addë: Email- - . Phone:-___________________________ 'State.of-Cáliforniá Contractors Licérise-Nurñber: Expiration Date: I acknowledge and, am aware, of special requirements contained inthe statement of-peci.l ihseOions noted on the approved plans;, I acknowledge that control will bei exercised to obtain conformance with the construction documents approved by the building official; - - I will have in place procedures for exercising control within our (the contractors) organization for the method and frequeny of reporting and the 'distribution of the reports; and I certify that I will have a qualified person within our (the contractors) organization to exercise such control I will provide a final report iletter-in compliance with CBC Section' 1704.i.2 prior to requesting final inspectiOn. - Signature Date B-45 - - - Rage 1Of 1 ' - Rev. Q8/111 EsGil Corporation 'In 'Partners/lip with Government for Bui(tfing Safety DATE: 01/06/16 DPPLICANT JURIS. JURISDICTION: Carlsbad '. 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: PC 15-71 SET: I PROJECT ADDRESS 2781 James Drive PROJECT NAME: SFD/2nd Dwelling/Garage/Covered Porches/Decks for Pacific Legacy LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes El The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Alvin Washington LII EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Alvin Washington Telephone #: (760) 809-8732 pate c7tacted: ' (I (by:\(4 Email: awashpacificlegacyhomes.com all ,1èphd1 Fax In Person LI REMAR&. By: Ray Fuller Enclosures: EsGil Corporation E GA LII EJ E MB [] PC 12/24/15 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 •. (858) 560-1468 • Fax (858) 560-1576 'Carlsbad PC 15-71, ,. . 01/06/16 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: PC 15-71 '. . JURISDICTION: Carlsbad PROJECT ADDRESS 2781 James Drive FLOOR AREA: ' . STORIES: 2 Dwelling 2927 2nd Dwelling 569 Garage 563 , Covered Porches 312 Covered Deck 67 HEIGHT:. 21 ft per CRC Deck 159 DATE PLANS. RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 12/22/15 ESGIL CORPORATION: 12/24/15 DATE INITIAL PLAN REVIEW . PLAN REVIEWER: Ray Fuller COMPLETED: 01/06/16 FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained intheCalifornia version of 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 other departments: Clearance from those departments may be required prior to the issuance of a building permit . . .. . Present California law mandates that construction comply with the 2013 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2,012 IRC, 2012 -IBC, 2012 UPC, 2012 UMC and 2011 NEC. ' The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification , or.change. All items must be satisfied before the plans Will be in conformance with the 'cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city lay. To speed up the recheck process, please' note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. - Carlsbad PC15-71 + 01/06/16 - 1. Please make all corrections, as requested in the correction list. Submit THREE full sets of plans for residential projects. For expeditious processing, corrected sets can besubmittedin one of two ways: ,. . Deliver all corrected sets of plans and calculations/reports directly to theCityof .Carlsbad Building Departrnent,.1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plan§ to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one correOtedset 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. - 2.. Verify final sets of plans and any new calculations will be stamped and signed by engineer and/or architect of record also 3. Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures onthe site plan. Section R106.2. "Building Data" on cover sheet should note stories as 2 instead of 1. Provide truss details and truss calculations for this project. Specify truss identification numbers on theplans. If applies: Drag truss calculations to reflect required axial loads. Truss design to includeFAU(s) in attic where applicable. Verify dead loads and clearances for FAU/catwalk are provided and attic access +framing when exceeds 24" in width. The truss design drawings must contain all the information listed in Section R802 10 Please provide evidence* that-the engineer-of-recbrd has reviewed the truss calculation package prepared by others (i.e., a 'review" stamp on the truss layout or a letter) CBC Section 107.3.4.2 ,- - 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 submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittaldocuments 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, Carlsbad PC15-71 01/06/16 If applies: 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 submitted to the registered design professional in responsible charge, who shall 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." . RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for residential construction 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 notes as applicable. Electric Vehicle Charging. Note on the plans that electrical vehicle supply equipment (EVSE) is required in all new residential construction. Show on electrical plan the location of the electrical vehicle supply equipment. The EVSE must consist of minimum 1" conduit extending from the main panel to ajunction box where the EVSE receptacle will be provided. The main service panel must be sized to accommodate 208/240 Volt, 40 amp dedicated branch circuit. CGC4.106.4. Note 5 on A.9 reflects 30 amp and 110 Volt? Note on the plans that for new residential construction where landscape irrigation water is planned a water budget shall be developed that conforms to local landscape ordinance or the California Department of Water Resources Model Water Efficient Landscape Ordinance (MWELO), which ever is more stringent. To view the MWELO: hftp://www.water.ca .gov/wateruseefficiency/docs/MWELO TbContent Law. pdf For the local landscape ordinance check with City/County Planning Department. CGC 4.304.1. 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 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. Two instantaneous water heaters are shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. This cannot be 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) Carlsbad PC 15-71 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. . . . LI The "B" vent installed in straight l5ositioni (no bends) from the room, containing the water heater to the roof termination (for future possible sleeving for high efficiency heater venting.) Pressure relief must extend to the exterior. 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. If applies: Below grade hot water piping is required to be installed in a waterproof and non-crushable sleeve or casing that allows for replacement of both the piping and insulation. ES 150.00).. . .16. Show or note that exterior doors 1.may, swing outward only if the exterior landing is not more than 11/2 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)fdr.e the main Unit and heat pump for the 2nd dwelling. 18. Provide details for FAU in the attic: Show minimum 30" deep unobstructed working space in front of furnace. UMC Section 903. . . . Show source of.combustion air to furnace, per Chapter 7, UMC. Specify the location and sizes of both of the combustion air openings. . 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. Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located'at the entrance for furnaces located in an attic or ünderfloor. space. UMC Sections 908.0 & 909.0: 19. 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 'Carlsbad PC15-71 '. .'. . 01/06/16 Please recheck all details to verify that they are complete and/or correct In addition please reference all details to applicable locations and cross out or remove those that do not apply. No stair/guardrail details (requires interior and exterior) reference to the plans 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 condensers per ES150.0.h 3 (a)-. The, maximum length is 14 feet with a maximum 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. The structural plan does not match the floor plan. See garage door for example as shown at different location. Recheck all locations.' 23. The 2650 DH windows for bedrooms'2 and 3 do riot meet egress as only provide 4.8 openable instead of required 5.7. - 24. Adjust any affected energy, and structural calculations recuired 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 Minimum clear width is 36 inches 26. Detail and reference required stairway and landing details at both interior (and. exterior locations if 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-W) shall be provided on stairways with solid - risers: Exception: No nosing is, required if the tread depth is at least 11 inches. Section R311.7.5.3 - 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 27 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. b) . The handgrip portion of all handrails shall be not less than 1-V4 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. I Carlsbad PC15-71 01/06/16 28. Detail and reference required guards at both interior (and exterior locations if applies) per Section R312):, Shall be installed along operi-sided walking surfaces that are located more than 30" above the floor or grade below. Shall have a height of 4" (may be 34" along the sides of stairs). - Openings between railings 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". Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. 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 (hardsdape) areas and 4" to earth per R703.6.2.1 an/or to prevent framing/fireplace being exposed todriving 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 fire-resistance rating of 1,4-hour shall'be permitted in buildings equipped throughout with an automatic sprinkler system installed in accordance with NFPA13. 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 Y2 -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 class (STC) of not less than 50. Additionally, floors must have an impact insulation class (110) 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. .,, Carlsbad PC 15-71 01/06/16 4 For dUplexe&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 noise critical area, provide a note on the Title Sheet stating: uThis.project is not within a noise critical area (CNEL contour of 60 dB) as shownon the General Plan" CBC Section 1207.11'. For duplexés 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 120711 f 35 The supporting construction of fire-rated floor assemblies shall have an equal or greater fire-rating Section R302.3. 1 36: ,Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in CRC Section R302.4." 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 providea minimum 30" clear 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 40 Specify on the plans the following information for the roof materials, per Section R106 11 ICC 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- 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,.-11., 43 Show locations of required smoke alarms i.e. in all hallways leading to bedrooms and on each floor level Section R3143.1 1 Carlsbad PC 15-71 01/06/16 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 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 down draft 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 STAD?BD XVSTALLATIONI GUIDE FOR bELOw SLAB GAS PIPX?IG Gas piping and fittings shall be standard weight black iron pipe. Sleeve and fittings shall be Schedule 40 PVC . Location and placement shall allow for ready removal. 4. Access panel shall be sized and located to allow ready removal of couplings and vertical pi.peextension. S. Two air pressure tests are required and shall be of 5 psi and. hold for 15 minutes After placement of sleeve and prior to encasement At time of final inspection with piping installed.. 6. Sleeve shall be graded to vent to atmosphere. Access Panel. Left/Right Seal at 14" X 14" mm coupling penetration ". .. assembly (both ends) Screened vent piping. to etmosphere sleeve Threaded p Finish grade $l- M. A 9 to reflect a GFCI outlet on either side of island cook top 47 Any 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 CB to CBS at front entry for example on S2? Carlsbad PC15-71 01/06/16 48. Detail 7/S-6 is reflecting rise of 8" andrun of 9". Please correct to comply with item 27 above 49 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications 4have. been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction (per page 12ofsoils 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. 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 D on S-3 where requires 12.5 ft total. Another is line 5 with Four HardyFrarnes. Recheck all locations. Missing lengths of shear panels: See line C on S-3 for example. Recheck all locations. . Missing type of shear. See line, 2 on S-3 for example. Recheck all locations. Foundation plan reflects shear 'wall length to be 13 ft for line D on S-2? Missing correct hold down sizes. See line E on S-4 where correctly noting HDU8's but on S-3 they are 2's? Recheck all locations. Specify minimum 1/4 inch per foot deck slope for drainage. Specify how obtaining the required minimum 1/4 inch per foot deck slope fordrainage 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. Please verify that all hold down läcations reflect an appropriate detail i.e. from ,floor 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. Carlsbad PC15-71 . 01/06/16 59. Please check beams supporting hold downs for hold down forces with over- strength using appropriate load combinations. 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 Em Q0QE + 0.2SosD 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 TJI's. Recheck all locations. 61. Recheck plans for correct beam sizes. See BM 12 at rear of California room where noting to be6 x8 instéadof 5 1/4 x 16. 62. Plans to reflect if the PSL's at decks for example are to be wrapped or womanized as cannot beexposed to the weather. 63. 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 Far too many areas that need close review to list CITY of CARLSBAD REQUIREMENTS - •64. If special inspection is required the designer shall complete the city's "Special Inspection Agreement". * 65. All new residential units shall include plumbing specifically designed to allow the later installation of a'system which utilizes sola 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. 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.. • • L ... ,. . - .-. 4 .-. Carlsbad PC15-71 - $ 01/06/16 [DO NOT PAY— THIS IS NOT AN INVOICE]. -- •.,, •.• 4 t VALUATION AND PLAN CHECK FEE . JURISDICTIOW Carlsbad PLAN CHECK NO PC15-71 PREPARED BY Ray Fuller DATE 01/06/16 4P I - I,•. 4 BUILDING ADDRESS 2781 James Drive BUILDING OCCUPANCY: ,R3 U 'TYPEOF CONSTRUCT ION 'VB ' .- BUILDING . PORTION AREA Sq. Ft) Valuation . Multiplier .Reg. Mod . VALUE ($) Dwelling 2927 .. 139.52 " 408,375 2nd Dwelling .569 139.52 79,387 Garage 563 36.40 20,493 Cover Porches ' 312 . 16.68 - . - 5,204 Decks 226 '19.71 . -. . 4,454 Fireplaces' A. 2 3,319.61 . . . 6,639 Air Conditioning 3496 :- 5.31 -- . 18,564 Fire Sprinklers 4 - 4059 3.94 .- 15,992 TOTAL VALUE' . , . - -.,' . 559,109 Jurisdiction Code cb Byordinan'ce ta. I : ::I Bldg. Perm Fee by Ordinance Plan Check Fee by Ordinance vI - . . . .• * C - Type of Review ' LI Complete Review LI Structural Only 3496 LI-Other LI Repetitive Fee - - .. . . - Repeat%s -- Hourly .. Hr. * - EsGil Fee $1,241.671 Comments: review,-4. - ' '.- * . _ - - Sheet 1 of 1 4 . . . . - .- • macvaiue.doc + - - ', . • -,- * - •- _ .. :. • - - .- - I . • - . . -- . .1, •I •. . - • P - -. -. -.. . - . . '-'. ' - ' . -. . ', • : • I. .4 . 4 1 *4* . .1 • - . .4 -, .,, - . . • -- .- - p C 2 I 4 *-. A • .g, C ,.•, 4 . - PLAN CHECK Community &Economic (City of 0 REVIEW Development Department C1 1 1635 Faraday Avenue S if TRANSMITTAL CarlsbadCA 920080 www carlsbadca gov DATE 09-13-2016 PROJECT NAME JAMES DR SFR & 2DU PROJECT ID MS 13-02 PLAN CHECK NO CB15-4543 r SET# 2 ADDRESS 2781 JAMES DR APN 156-142-57 VALUATION SCOPE OF WORK CONSTRUCT NEW 2,927 SQ. FT SFR / •0 0• >< This plan checkl review is complete and has been APPROVED by - LAND DEVELOPMENT ENGINEERING DIVISION Final inspection Construction Management & Inspection Division is required Yes IIZI No LII 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 mgraham@pacificlegacyhomes.com To determine status by one of the divisions listed below, please contact 760-602-2719 LAND DEVELOPMENT 760-602-2750 r E ChrisSexton 0 El Greg Ryan.. X ChrisGIassen : 0, 760-602-4624 Chris.Sexton@carlsbadca.gov 0 0 760-6O22784 :• Christopher.Giass1en@c6rlsbadca.gov : 760-602-4663 0 Gregory.Ryan@carlsbadca.gov, U Gina Ruiz Linda Ontiveros Cindy Wong 0 760-602-4675 1 760-602-2773 • • 0 760-602-4662 Gina.Ruiz@carlsbadoa.gov • Lindà.Ontivèros@carisbadca.gov 0 Cynthia.Wong@carlsbadca.gov ValRay Nelson Dominic Fieri 760-602-2741 Val Ray Marshali@carlsbadca gov 760-602-4664 Domini6.Fieri@carisbadca.gov r JAMES DR. SFR & 2DU " PLAN CHECK NO # CB15-4543 rI Outstanding issues are marked with EZI Items that conform to permit srun requirements are marked with ELI or have intentionally been left blank 1. SITE PLAN . PLEASE SLIP. Provide à'fully dimensioned site plan drawn to scale. Show SHEET SIGNED LI EZI North arrow [J [] Driveway widths GRADING Eli 1121 Existing & proposed structures [J Existing or proposed sewer lateral PLANS IN TO LIII i:zi Existing street improvements ''. Existing or proposed water service BUILDING SETS [Zi Property lines (show all dimensions) [II] ELI Submit on signed approved plans LII [II] Easements S DWG No. 479-313' Eli 571 Righ-of-way width & adjacent streets S Show on site plan: S S 11111 EIZJ Drainage patterns and proposed site elevations-. Show all high points. S LIII LIII Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. EIII r DD THE FOLLOWING NOTE: 'Finishgrade will provide a minimum, positive drainage of 2% to swale 5' away from building". ' F_,/_I Exisfing & proposed slopes and topography S LIII EliSizet location, alignment of existing or proposed sewer and water service(s) that serves the project. S EacI unit requires a separate service; however, second dwelling units and apartment complexes are an excption. L:i LZJ Sewer and water laterals should not be located within proposed driveways per standards Include on title sheet: F7,/ Site address S , S E2II Assessor's parcel number 'LII E?i Le dal description/lot number S LII Fo commercial/industrial buildings and tenant improvement projects, include: total building sqt!iare footage with the square 'footage for each different use, existing sewer permits shbwing square footage of different uses (manufacturing, warehouse, office, etc) previously, approved. LIII Show all existing use of SF and new proposed use of SF. Example: Tenant impróvement'for 3500 SF of warehouse to 3500 SF of office. S S S '•'/l S S S Lot/Map No PARCEL #1/ PM #21183/#130002 Subdivision/Tract: Reference Nb(s): E-36 ' ' Page 2 of 6 5 S REV 6/01/12 • ' S 5/ • • 5 5 5' 5 5 5 JAMES DR SFR & 2DU PLAN CHECK NO # CB15 4543 2 DISCRETIONARY APPROVAL COMPLIANCE I L1 Project does not comply with the following engineering conditions of approval for project no MS 13-02 3 DEDICATION REQUIREMENTS Dedication 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 $ 24,000.00 pursuant to Carlsbad Municipal Code Section 18.40.030. 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 DWG479-3A . : $io,000.00, pursü ant to Carlsbad Municipal Code Section 18.40.040. 0 LIII LJ Public improvements required as follows IJ L1 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 died 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 abuilding permit. fJ Future public improvements required as follows E-36 Page 3 of 6 . REV 6/01/12 JAMES DR. SFR&2DU PLAN CHECK NO# CB15-4543 5. GRADING PERMIT REQUIREMENTS Thd conditions that require.a grading permit are found in Section 15.16 of the Municipal Code. =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" GR 16-20 Grding Permit required; NOTE: The grading permit must be issued and rough grading aproval obtained prior to issuance of a building permit. *FOUNDATION * LZJ Graded Pad Certification required (Note Pad certification may be required even if a grading ONLY • permit is not required.) All required documentatibn must be provided to your Engineering Cohstruction Inspector The inspector will then provide the engineering counter with a release for the building permit Nograding permit required - EJ L1 Minor GrádingPérrnit required. See additional comments for project- specific requirements. 6 MISCELLANEOUS PERMITS 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 imfrovements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for NOTE: ANY WORK BEING DONE IN THE PUBLIC'S RIGHT-OF-WAY REQUIRES R.O.W. PERMIT E-36 Page 4 of 6 REV 6/01/12 JAMES DR. SFR & 2DU 1. OiUNiViVVMiN Construction Compliance SW 16-234 El LIIIi Project Threat Assessment Form complete. 0 Enclosed Project Threat Assessment Form incomplete (TIER 1 FOR Requires Tier 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached forrr REFERENCE) and return (SW15-495 E c: Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 I SWPPP payment of processing fee and review by city. Post-Development (SUSMP) Compliance SWMP 16-16 LIJ Storm Water Standards Questionnaire JI Project is subject to Standard Storm Water Requirements See city Standard Urban Storm Water Management Plan (SUSMP) for reference areas of impervious surfaces (patios walkway etc ) and pervious areas (landscaping) LJ =Project needs to incorporate low impact development strategies throughout in one or more of the following ways: 0 El Rainwater harvesting (rain barrels or cistern) Vegetated Roof 0 El Bio-retentions cell/rain garden EJ Pervious pavement/payers • • 0 1E1 Flow-through planter/vegetated or rock drip line 0 II Vegetated swales or rock infiltration swales T] Downspouts disconnect and discharge over landscape El Other JA1V1ES DR. SFR & 2DU . PLAN CHECK NO # C13154543 8. WATER METER REVIEW Domestic (potable) Use . FS1" EJ Q9 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. E1 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 . 9. FEES .. •• . . Ei LI Required fees have been entered in building, permit:. . . . Drainage fee applicable . . . . . . . Added square feet . . . . . Added-square footage in last two years? yes LI no Permit No. . . Permit No. . . Project built after 1980 . . byes .Eno Impervious surface >-50% yes Lino Impact unconstructed facility. El yes LIno IJ Fire sprinklers required Eyes . jno (is addition over 150' from center line) . . . . Upgrade byes flno . . . EJ i: No fees required . . . ..,. 10. ADDITIONAL COMMENTS . . .• . . • . Aftachments Lii Engineering Applcatlon LJ Storm Water Form [ii Right-of-Way ApplIcation/info ) Lii Reference Documents E-36 • . Page 6of6 . . . . REV 6/01/`12 156-142-57-00 Fee Calculation Worksheet us ENGINEERING DIVISION Prepared by: CG ' Date: 9/13/16 . GEO DATA: LFMZ: , / B&T: Address: 2781 JAMES OR. . Bldg. Permit#: CB154543 Fees Update-by: '. Date: , Fees Update by: ' . Date: EDU CALCULATIONS: Lust types and square footages for all uses. Types of Use: SFD.. ' ' Sq.Ft./Units 2927 EDU's I , Types of Use: , . ' Sq. Ft/Units . . EDU's: Types of Use: '' Sq.Ft./Units ' . EDU's: Types of Use: ' ' Sq.Ft./Units EDU's:. ADT CALCULATIONS: L st types and square footages for all uses.. Types of Use: SF0 Sq.Ft./Units 2927 . •. ADT's: 10 Types of Use: Sq.Ft./Units - . ADT's: Types of Use': , Sq.Ft./Units S ' ADT's: Types of Use: . . Sq.Ft./Units .' . ADT's: FEES REQUIRED: Within CFD: []YES (no bridge & thoroughfare fee in, District #1, reduces Traffic Impact Fee), ZKO 1. PARK-IN-LIEU FEE: INW QUADRANT 'U NE QUADRANT ElSE QUADRANT []W QUADRANT ADT'S/LJNITS: S x FEE/ADT: . $ PAID ON PM 13-02 • 23RAFFIC IMPACT FE: , ADT'S/JNlTS: 10 .X . FEE/ADT: $316 ' ' $ 3,160 3. BRIDGE & THOROUGHFARE FEE: J DIST. #1 ' ' ' , LIDIST.#2 ' LI DIST.#3 (USE SANDAG)ADT'S'UN ITS X '.FEE/ADT: '. $ N/A 45• FACILITIES MANAGEFAENT FEE . ZONE: f . • ' . 55 , . S S ADT'S4JNITS: . X FEE/SQ.FT./UNIT: ' $ N/A . c srWP PPP . . . . . . . . EDU's' I X FEE/EDU $881 ] $ 881 BENEFIT AREA: S EDU's .' S x FEE/EDU.... =$ N/A DRAINAGE FEES: ' PLDA: . .LIIHIGH IJMEDIUM ' ELOW ACRE: . X 'FEE/AC: , : 4 PAID ON PM 13-02 POTABLE WATER FEES: . UNITS CODE CONN. FEE METER FEE SDCWA FEE . TOTAL I FSI $3,934 $356 $4,963 $9j,253 This may not repreent a comprehensive list of fees due for this project Please contact.the iii1ding division at (760) 60-719 for a complete listing of fees i . LAND DEVELOPMENT I: - 760-602-2750 Chris Sexton . X . Chris Glassen Greg Ryan LJ ,760-602-4624 ., 760-6Ô2-2784 . 760-602-4663 Chris.Sexton@carlsbadca.gov . . Christopher.Giaisen@carisbadca.gov Gregory.Ryan@carIsbadca.gov Gina Ruiz. ••. ..' Linda Ontiveros .1 Cindy Wang 760602-4675 LLi . 760-602-2773 . 760-6024662 Gina Ruizö carisbadca gov Linda Ontiveros@carisbadca gov Cynthia WongcarIsbadca gov VaiRay Nelson I r 1 Dominic Fieri 760 602-2741 VaiRay.Marshaii@carisbadca.gov 7606024664 Dominic.Fierc2risbadca.gov / - 1 - Remarks: - - - . - .. - - ..•. - .,-. . -- - JAMES DR. SFR & 2DU PLAN CHECK NO# PC 15-17 Outstanding issues are marked with fIX' . Items that conform to permit requirements are marked with or have intentionally been left blank. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: LII E21] North arrow [71] Driveway widths 11111 EZJ Existing & proposed structures S Existing or proposed sewer lateral LIII 11211 Existing street improvements -' LIII] LIII] Existing or proposed water service L1 Property lines (show all dimensions) LXIi EIIIJ Submit on signed approved plans S LII Easements DWGNo. Eli [711 Right-of-way width & adjacent streets S - Show on site plan: Drainage patterns and proposed site elevations. Show all high points. I] III] Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. . S LII EI2IJ ADD THE FOLLOWING NOTE: Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". LIII E1211 Existing & proposed slopes and topography. LIII S =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. . LIII L2IIJ Sewer and water laferals should not be located within proposed driveways, per standards. Include on title sheet: S LIII] [171 Site address . LII] [] Assessor's parcel number 11111111 EZI Legal description/lot number LIII LIIII For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square.footage of different uses (manufacturing, warehouse, office, etc.) previously approved. LII EIII Show all existing use of SF and new proposed use of SF. Example:- . Tenant improvement for 3500 SF of warehouse to 3500 SF of offióe. Lot/Map No.: PARCEL #1/ PM #21183 Subdivision/Tract: S - Reference No(s): - 1: E-36 : Page 2 of 6 - . REV 6/01/12 IS .5 ~41 JAMES DR. SFR & 2DU . PLAN CHECK NO# PC 15-17 DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following engineering conditions of approval for project no.: 'MIS 13-02 DEDICATION REQUIREMENTS Dedication 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 $ 24000.00 pursuant to Carlsbad Municipal Code Section 18.40.030. LJ LJ Dedication required as follows: 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 Cbde Section 18.40.040. LIiIJ L11 Public improvements required as follows: L1I1 J 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. L1 Future public improvements required as follows: - E-36 Page 3 of •6 REV 6/01/12 '-1 - JAMES DR. SFR& 2DU . PLAN CHECK NO # PC 15-17 .55 1 5 5) • 5. GRADING PERMIT REQUIREMENTS •,. The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. • c: Jlnadequate 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" jJ Grading Permit required. NOTE: The grading permit must be issued and rough grading SEE COMMENT approval obtained prior to issuance of a'building permit. , LI U Graded Pad Certification required. (Nate: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector S • The inspector will then provide the engineering counter with a release for the building permit. LII] LIII No grading permit required. El U Minor Grading Permit required. See additional comments for project- specific requirements. 6. MISCELLANEOUS PERMITS E RiQHTOF-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. • • • . 111111 Right-of-way permit required for: • S • NOTE: ANY WORK BEING DONE IN THE PUBLIC'S RIGHT-OF-WAY REQUIRES R.O.W. S • PERMIT. S • - 'S E-36 • Page 4 of 6 , REV 6/01/12 JAMES DR. SFR & 2DU - PLAN CHECK NO # PC 15-17 7. STORM WATER .' -' Construction Compliance **SEE EJ E2J Project Threat Assessment Form complete. ' COMMENTS** E1 LIJ Enclosed Project Threat Assessment Form incomplete. Requires Tier, 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached form FOR and return (SW15-495 REFERENCE •' . • •. •, •• . EIJ EJ 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 IXi =Storm Water Standards Questionnaire FORM E-34 ATTACHED - Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SU,SMP) for reference.' L1 EJ Indicate areas-of impervious surfaces (patioswalkway, etc. ) and pervious areas (landscaping). E1 LJ Project needs to incorporate low impact development strategies throughout in one or' • ' more of the following ways:' LII Rainwater harvesting (rain barrels, or' cistern) j Vegetated Roof ' - . . • LJ Bio-retentions cell/rain garden • F Pervious pavement/payers . LII Flow-through planter/vegetated or rock drip line - • , Vegetated swales or rock infiltration swales . • • Downspouts disconnect and discharge over landscape I • fl Other: • • • ' • 1 • • • .•' E-36 • • • • ' • Page; 5 of, 6 ' " , - • •.. • REV 6/01/12 AMESDR.SFR&2DU : PLAN CHECK NO#PC1S-17 8. WATER METER REVIEW: Domestic (potable) Use FS3/4 ' '' What size meter is required? EJ ffl 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 ôharge will be based on the size of the meter necessary, to meet the water use reuirements. / j .J. 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 lotiarger than one quarter (1/4) acre where the meter size 'shall be 9. FEES EIIJ Lii Required fees have been entered in- building 'pérrnit. • Drainage fee applicable Added squarefeet • '' , ' ' Added square footage in last two years? LI yes LI no Permit No. . • , 'Permit No. • Project built after 1980 • • •yes F-1 no Impervious surface > 50% []yes F-1 no Impact unconstructed facility Eyes Eno Fire sprinkles required Dyes. [:]no (i addition over 150' from centerline) • • '' Upgrade byes ..'LIno • EIiJ Lii No fees required ' . • • 10. ADDITIONAL COMMENTS 7)aeL %J2 Attachments: [Il] Engineering Application [J Storm Water Form [IIJ Right-of-Way'Appllcatlon/lnfo. EJ Reference Documents E-36 • Page 6of6 , REV 6/01/12 <<4CITY OF $ -Y. CARLSBAD 'January l3,2016 To Alvin Washington From Chris Glassen, Engineering Technician Re James Drive Subdivision Building Permits - ) Recent clarifications from San Diego Regional Board staff have changed the way we analyze projects for compliance with storm water regulations. The recent subdivision and grading of the three lots created under MS 13-02 cannot be separated into three different projects for the purpose of determining if the development is a priority development project (PDP) or subject to standard storm water requirements. When viewed as a whole, all three lots that make up the subdivision -will result in over5,000squarefeetof impervious.area being created: - ,' - Due to the fact that your project is PDP, a Storm Water Quality Management Plan must be - submitted for,reiew and approval with your application The a grading permit. You' have the Option to apply for threes , eparate minor grading permits (one for each lot) or '. process one regular grading permit encompassing all tIre lots, the details of which cari be discussed with a Project Engineer. . 3 . .- - 4 S - - V - -•' •. - - -• -- L Community '& Economic Development 1635 Faraday Ave I Carlsbad, CA 92008 1 760-602-2784 1 760-602-1052 fax I www.6arlsb'adca,.gov ) -A I PLANNING DIVISION -' BUILDING PLAN CHECK Development Services Planning Di'viision C IT Y 0F REVIEW CHECKLIST 1635 Faraday Avenue CARLSBAD - - . (760) 602-4610 - - •- t - -. ) . www.carkbdcov :-. - '-- . '- - - '?,_ - •_- . - *- -• • ' •. S I. ..- - .- • ,-+ ;-+ •. +_+•S- a -. 5-. • . 5, --.. .. - . 5. • r DATE 4/25/16 PROJECT NAME King Property PROJECT ID MS 13-02 . : - +_+_g , +1 PLAN CHECK NO: CB 15-4543/15-4347 SET#: ADDRESS: 2781/2783 James Dr APN: 156-142-59 This plan check review is complete and has been APPROVED by the Planning Division •5 By Chris Garcia - A Final Inspection by the Planning Division is required Lives Z No You may a!s50 have corrections fror 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 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@pacificlegacyhornes corn 5-k - For questions or clarifications on the attached checklist please contact the following reviewer as marked:, ,5-55- '- •, ',-— S-- 5-5.5s5 s?'s5 - __7 +-- i_ - -. -+ e VANNI IFIREIR 760 6024610 " 760 602 2750T 760-602 4665 45 _fJ:: - _•J - - ChrisSextoñ- F1 Chris Glassén + : : Greg'Ryan 760-662-4624. 5- +760-602-2784 •• 160-602-4663 Chris.Sexton@carisbadcagov Christopher.Giassen@carisbadca.gov GreoyRyan@carlsbadca.gov Gina Ruiz VaiRay Marshall , IJ Cindy Wong 760-602-4675 -, ', -. '760-602-2741 5- - 760-602-4662 - - - -' +• Gina.Ruiz@carisbadca.gov . - .. VaiRay.Marshau@carisbadca.gov ,- Cvnthia.Wong@carisbadca.gdv - Chris Garcia Linda Ontiveros Ej Dominic Fieri 7606024622, Chris.Garcia@carisbadca.ov + .5 760-602-2773 + .2Linda.Ontiveros@carlsbaica.gov -- 7606024664 ++ Dominic Fieri@carisbadca gov Remarks .1• •' - - •- .5.,. . - .5 S •'''• ., - .5 4 - + •-1 I •'' •, -- + 'ST — + - i.-.- .- ' -+.'• . - - . .5 .5.,' . '5-__ • :_ +-.- - 5- :. -c ,- -f-s • -. - .. - -• ..- -. - -': •. •, '---i -: -+ -..- I ' -. -: ---.-'i - •t-.5. + - ' -. . + •, -. • . . Plan Check No. CB15-4543 Address 2781/2783 James Dr. bate 4/25/16 Review #3 Planner Chris Garcia Phone(760)602-4622'. . . APN: 156-142-57-00 ... . . Type of Project & Use: Single Family Home Net Project Density:3.33DU/AC Zoning: R-1 General Plan: RLM Facilities Management Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: REVIEW #: 2 3 Legend: Z Item Complete LI Item Incomplete - Needs, your action Environmental Review Required: YES LI NO Z TYPE . DATE OF COMPLETION: . '. . . Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: . Discretionary Action Required: ' YES fl NO 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 Assess ment/Compliance . 5 Project site located in Coastal Zone? YES Eli NO . S CA Coastal Commission Authority? YES Li NO. . • ' If California Coastal Commission Authority: Contact them at - 7.575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619)767-2370 Determine status (Coastal Permit Required or Exempt):' Habitat, Management Plan Data Entry Completed? YES 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!) S ' Inclusionary Housing Fee required: YES LI NO Z ' . (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES LI NO LI' (AIPIDs, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee,-UPDATE!) • ' . LI LI Z Housing Tracking Form (form P-20) completed: YES Q NO LI N/A LI P-28 : Page 2 of 3 ' ' . 55 07/11 / / 4 Site Plan 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 I Applicability YES LI NO 2 Project complies YES LI NOD - Zoning I Setbacks Front: ., 'Required 20. Shown >20 ' Interior Side Required 10 Shown >10 Street Side Required n/a Shown n/a Rear: , Required 10 Shown >20. Top of slope Required n/a Shown flL? 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 22% 4 Height Required 30 pitched /24 flat Shown 255 pitched roof LI LI E 5.. Parking: Spaces Reqiired Two car 66rage plus one non-tandem paãe and • one for SDU Shown Two car garage, SDU space in front of garage , (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required I Shown LI El E Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER e DATE 4/25/16 * '• . ,.,• **'_' -- •- , ,_ P28 Page3of3 07/11 \, • . • - I • ' -' -- -- - - - - 5 - - 4 ,4 _- S-. * •.. . 4. .-. - DATE 4/7/16 PROJECT NAME King Property PROJECT ID MS 13-02 ' PLAN CHECK NO CB 15-4543 SET# - ADDRESS 2781/2783 James Dr APN 156-142-59 -, p.lSfZfl - This plan check review is complte and has been APPROVED by the Planning Division.' '- •. 8 ,. .4_S . -. 4 - By Chris Garcia : '8 A Final Inspection by the Planning Di'ision is required Yes fl No You may also have corrections from' one or"' more of the divisions listed below. Approval from these divisions may be require4d prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions -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@pacificlegacyhornes corn For questions or clarifications on the attached checklist please contact the following reviewer as marked PLANNING ENGINEERING FIRE PREVENTION' 760.602:461O. -4-' . ; -4- .. .760-602-2/50?- .• .. •7604024665. H Chris Sexton L - H Chris Glassen - H Greg Ryan ,760-602-4624 . -. 760-602-2784 • .. .760-602-4663 Chris.Sexton@carlsbadca.gov Christooher.GIassen.carIsbadca. . gov -. Qre9q!~.Ryan@carIsbadca.9ov.. H Gina Ruiz :• ...i- H VIRay Marshall Cindy Wong • 760-602-4675 .• . .. 760-602-2741 '-. - . 760-602-4662 Gina.Ruiz@carlsbadca.gov - . . cynihLjWQng@'carisbadcagpv - Chris.Garcia '. .• . - ' 760-602-4622 . H Linda Ontiveros •. Dominic Fieri . Chris.Garcia@carIsbadca.ov . . - - 760-602-2773 . ". -Linda,Qiyps@carIs_dça_.gqv - . 760-602-4664 Domi Fieri(carisbadca.gpv 8 - - • 8• - .- - Plan Check No. CB15-4543 Address 2781/2783 James Dr bate 4/7/16 Review #2 Planner Chris Garcia Phone (760) 602-4622 . . . APN: 156-142-57-00 Type of Project & Use: Single Family Home Net Project Density:3.33DU/AC Zoning:. &i General Plan: RLM Facilities Management Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: REVIEW#:, - . . . . . .. ... S 2. 3 Legend: Z Item Complete LI Item Incomplete - Needs your action LI Environmental Review Required: . YES E] NO Z TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: LI Discretionary Action Required: YES LI NO 0 TYPE APPROVAL/RESO.NO. DATE . PROJECT NO. . S. . . OTHER RELATED CASES: . . . Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: LI Coastal Zone Assessment/Compliance . . . . Project site located in Coastal .Zone? YES D NO-0 . . • CA Coastal Commission Authority? YES D NO • If California Coastal Commission Authority: Contact them at .-7575 Metropolitan Drive, Suite 1.03, San Diego, CA 9210874402; (619) 767-2370 . Determine status (Coastal Permit Required or Exempt): LI Habitat Management Plan . . . • . •. Data Entry Completed? YES .NO LI .• If property has Habitat Type identified in Table 11 of HMP, complete.HMPPerrnit application . S and assess fees in Permits Plus • S • • (A/P/bs, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Aôres of Habitat Type impacted/taken, UPDATE!) S LI Inciusionary Housing Fee required: • YESLI NO (Effective date ofInclusionary Housing Ordinance - May 21, 1993.) • Data Entry Completed? YES LI NO LI . S •, S. (A/P/Ds, Activity Maintenance, 'enter CB#, toolbar, Screens, Housing Fees, Construct S Housing YIN, Enter Fee, UPDATE!) S • • S LI LI LI. Housing Tracking Form (form P-20) completed: YES SLI NO Z N/A LI • P-28 S • Page 2 of 3 5 07/11 Site Plan 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 allside and rear , yard slopes). Provide legal description of property and assessor's parcel nuñiber. City Council Policy 44— Neighborhood Architectural Design Guidelines LI 1 Applicability YES D. NO LI 2 Project complies YES LI NOD Zoning 9 1. Setbacks: I- - - Front: Required 20 Shown >20 . Interior Side Required 10 Shown ?IQ Street Side: Required n/a Shown nL Rear: Required 10 Shown >20 Top of slope Required n/a Shown nL 2 Accessory structure setbacks Front Required Shown Interior Side: Required •Shown Street Side: Required. Shown Rear Required Shown Structure separation Required Shown LI 3. Lot Coverage: Required <40% Shown LI 4 Height Required 30 pitched /24 flat Shown 25.5' pitched roof LI 5. Pèrking: Spaces Required Two car gäràge plus one non-tandem space and one for SDU Shown Two car garage, SDU space in front of garage (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required 1. Shown LI LI LI Additional Comments Panhandle lots are required to have three non-tandem parking spaces with nripmintp turn nmind 'Sinc.etwo-r'r nrne is nrnvirierl it Inoks like the mnst inriir'i label the proposed fence to be no more than 42" in the front yard setback areas on Sheet ASP/Site Plan. Irrigated Landscaping over 500 s.f. requires the processing of a final landscape plan submitted through Planning. Please submit landscape plans to the Planning Division along with a Final Landscape Plan application. If no irrigated landscaping is proposed, please modify sheet ASP/Site Plan to state that no irrigated landscaping is proposed under this permit. Currently the Site Plan/ASP sheet states 6,795 s.f. of -landscaping and TEO Design is listed as Landscape Architect on the title sheet. -Please also complete and return form P-20. -- - OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE P28 Page 3of3 07/11 4 Chailman Engineering, Inc Project Title: II 41747 11th Street WSuite D Engineer: Project ID: 1001 Palmdale, CA 93551 Project Descr: I - , (661)524-0911 - L.. Bill@ceiengr.com 1 .J J - - Printed: 19 APR 2016, 4:09PM W - . - .. -, 00 eani . FIe = cElPROJEi\20l5\15-4Th-1\DOcS\CALcUL-l\l5-4771.Ec6 _. ENERCALC INC 1983-2016 Build 616415 Ver 616415 - Description: FRONT PORCH HIP-RAFTER • - CODE REEE - * . - ''b Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 4p - - Load Combination Set: IBC 2015 •- - : 'I 25O Material Properties Analysis Method: Allowable Stress Design - • Fb - Tension - 00 (icily Load Combination iBC 2015- . Fb - Compr 900 psi Etd7, "O •1600ksi Fc - Prll - 1350 psi EminbendQJ . 580ksi Wood Species : Douglas Fir - Larch . Fc - Perp . 625 psi Wood Grade : No.2' - - Fv - 180 psi - Ft . 575 psi - Density •31.2pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling - 'U ----------"--..-• -,--',----- iApphedLoads • : Y . - Service loads entered. Load Factors will be appli ed for calculations. Beam self weight calculated and added to loads Load for Span Number 1 ' Varyinq Uniform Load: D(5E) = 0.090->0.0180,- Lr(S,E) = 0.10-4.020 k/ft, Extent = 0.0 ->> 7.011, Trib Width= 1.0 ft, (HIP LOADING) DESIGN SUMMARY --'lrI.h--- [iaximum Bending Stress Ratio = 0.778 1 - 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 F13: Allowable • - = . - - - 1,462.50psi Fv : Allowable - - - 225.00 psi Load Combination . +-,-j4 ,. , Load Combination ., . +D+Lr+H . Location of maximum on span = 3.142ft Location of maximum on span - = 0.000 It 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 - . . . . aximumi Load Combination Max Stress Ratios .. . Moment Values Shear Values Segment Length, Span# M V Cd. C FN C i .Cr - Cm C CL M lb Fb V fv Fv 4041 -. 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 • 0.521 0.223 0.90 1.300 1.00 . 1.00 1.00 1.00 1.00 1, 0.35 548.33 1053.00 - 0.20 36.07 162.00 .. 40-+L41 - . - 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 0.469 0.200 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.35 548.33. 1170.00 0.20 36.07 180.00 --D+Lr4l . . 1.300 1.00 1.00 1.00 . 1.00 . 1.00 . 0.00 0.00 0.00 0.00 Length =7.0ft 1 0.778 0.333 1.25 1.300 1.00 1.00 .1.00 1.00 1.00. 0.72 1138.49 1462.50 - 0.41 75.03 225.00 40+541 - 1.300 1.00 1.00 1.00 1.00 1.00 0.00 - 0.00 0.00 0.00 Length =7.oft 1 0.408 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 -+1J-s-0.750Lr40750L4l - • - . 1.300 1.00 - 1.00 1.00 1.00 . 1.00 • 0.00 0.00 0.00 0.00 Length =7.oft 1 • 0.678 - 0.290 1.25 1.300 1.00 1.00' 1.00 - 1.00 1.00- 0.62 990.95 .1462.50 0.36 65.29 225.00 - . . .-..-• ' - .- . . • -:- :..- Climar Engineering, Inc Project Title: ProiectlD 41747 11 th Street W, Suite D Palmdale, CA 93551 Project r (661) 524-0911 Ji l L1 iiH • Printed; 19 APR 2016, 4:09PM -. , ' ' '' - Fi'e = VV 00 earn ENERCALC INC 1983-2016 Build 616415 Ver616415 T__L1I*[cII 1I[ Description: FRONT PORCH HIP-RAFTER - , ',. • ':.. . ... Load Combination • Max Stress Ratio' . . ', . Moment Values . . Shear Values Segment Length '. Span# :M . V C CFN Ci Cr Cm. Ct'.CL' 'M lb " F'b V' lv •Fv - +D-+0.750L-'0.750S+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 0.408 0.174 1.15 1.300 1.00 1.00 1.00 41,00, 1.00 0.35 548.33 1345.50 0.20 36.07 207.00 -'040.60W-fH - . ', .. . 1.300 1.00 1.00 1.00 1.00 ,1.00 0.00 0.00 0.00 0.00 Length =7.oft I - 0.293 ' 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.. i-D-i-0.70E+t-I - . -- * 1.300 .1.00 1.00 1.00 1.00 1.00 . .- - . . 0.00 - 0.00 O.00 0.00 Length =7.0ft .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 40-'-0.750Lr40.750L-+0.450W-44-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 . 0.529 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 +040.750L-+0.750S-e0.450W#I ' .' - • ,1.300 "1.00 1.00 ' 1.00 1.00 1.00 ' .' 0.00 0.00 0.00 0.00 Lenth = 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 , -'-O+0.750L-.0.750S40.5250E-+1-1 . - 1.300 ' 1.00 1.00 ,1.00. 1.00 .1.00 ' .' . 0.00, 0.00 0.00 0.00 Length =7.oft 1 - 0.293 0.125 1.60 1.300 1.00 1.00. 1.00 1:1.00 1.00 0.35 548.33 1872.00 •- 0.20 36.07 288.00 40.600+0.60W-I-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 40.60D40.70E+0.60H , - . ' , -, 1.300 .1.00 1.00 ' 1.00 .j.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 0.12k' 21.64 .288.00- 0ver;!Jif .,,._.q?9MUMfDeflections Load Combination , Span Max. - Defi. Location in Span Load Combination , • • , • Max. '+"Defl Location in Span -+04r+H - • .. 1 4 0.1893 1" . .3.423. ' '' - - -, 0.0000 0.000 -. " notation ''' Support Far left is #1 VertiI bad i6ns Values in KIPS Load Conbination . - '. '''SUpport 1 Support 2. Overall MAXimum ' • . '0.494 . - 0.317 , . , . . •' •' • ., . Overall MiNimum 0.142,* 0.092 4041 0.237 .0.153. 40-414H - - . '. 0.237 0.153 .- 404.r4l-1 . - - • -0.494 • 0.317 0.237 0153 = ,40-+0.750Lr40.750L-*I ',.' . . • • - 0.430 ;.0.276 - ..- • .. - , . ' -. - 4040.750L40.750S4H . . -: 0.237 - '.0.153 - . .., .-. • - - - : - -. - - -+04060W#1 0237 0.153 +D-+0.70E4H. ..,..'. .. 0.237 0.153 , 4' . - . - - .. . +D-'-0.750Lr-.O.750L-eO.450W#1 , -. - 0.430 0.276 .. - . • ,, . ' - -.040.750L40.750S#0.450W+H ' - ' : 0.237 . 0.153 • ,, .1 -.0-.0.750L+0.750S-+0.5250E41 ' 0.237 0,153' -' ' • -. - . , - • .+0,60D+0,60W-.0,60H' . '. . - '. -' 0.142 .0.092' - .'. - • -.• - '. . - -+0600+070E*060H ,. 0.142 0092 . ,. D Only 0.237 0 153 Lr Only . .: - " - • 0.257 0.163 .- ,, '• . • • - - LOnly •' • . '..'.. .. - . SOnly WOnly . -. I. ' - ' - - EOnly .. . . - .... =" H Only - '- , '• 5- • -' . - • • •.-., . ' - .--ii', ', - _-..-t • '. -. . - I. , I .., --.• . . . . .- - 1 - - - -- ' • ' ' . -• '.-= -'. . •,. p . r •r -, . •,j .•, ',_ • • '•• - - . , - F • - • ..- . .' - ':-'. •'-.- - ,• ••,* •:. ,- • . ,,-. .4 , . ' .-.. . ' , • .. • •• . - - , .. -• •. • .•-.• •. •;__.-__ - • '•.-,- . -i .- •' • ' • - . .. . 1 • - •?- • -- I - j •__ S.. , - I. _•. . ,' - - . - 1 - Chaliman Engineering, Inc 41747 11th Street W, Suite D Palmdale, CA 93551 (661)524-0911 L.LJ Bill@ceiengr.com wAs Wood Beam Project Title: Engineer: Project ID: Project Descr: Printed: 19 APR 2016. 4:05PM 16.4. Description: FRONT PORCH ROOF RAFTER CODEREFERENCES. Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: lBC.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 - Prll 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 31.2pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase 0(0.02128) L00.0266) 2x6 Span = 7.0 ft Applied Loads: . - - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0160, Lr = 0.020 ksf, Tributary Width = 1.330 It, (ROOF LOADING) r DESIGN SUMMARY Maximum Bending Stress Ratio = 0.'_2_-8_'T'___-1__* Maximum Shear Stress Ratio = . 0.123 : 1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual = 482.72psi fv : Actual = 27.68 psi FB : Allowable = 1,681 .88 psi Fv : Allowable = 225.00 psi Load Combination +D+Lr-i4-j . Load Combination +D+Lr+l-i Location of maximum on span = . 3.5001t Location of maximum on span = 6.566 ft Span # where maximum occurs = Span # 1 Span # where maximumoccurs = Span # 1 Maximum Deflection 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 Maximum Forces & Stresses for Load Combinations I Load Combination Max Stress Ratios . Moment Values Shear Values Segment Length Span# M V C CFN C1 Cr Cm . C t CL M lb F'b V Iv F'v +041 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.185 0.079 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.14 224.19 1210.95 0.07 12.86 162.00 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 0.167 0.071 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.14 224.19 1345.50 0.07 12.86 180.00 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.287 0.123 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.30 482.72 1681.88 0.15 27.68 225.00 41J+S4I 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.145 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 -+D-+0.750Lr40.750L41 . 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.249 0.107 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.26 418.09 1681.88 0.13 23.98 225.00 -040.750L.0.750S-'4-1 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Chaliman Engineering,'lnc - Project TtIe•. .'. -. LII . 41747 11th Street W Suite Engineer: .. '. Prolect ID'.. Palmdale CA 93551 ' . Project Descr .. J (661)524-0911 .-. .. Bill@ceiengr.com I Printed: 19 APR 2016,'4:05PM 'I D ' . ' ' .. ,• . 4 'FiIè x:\_CEI\_PROJE1O15\I477-1\DOCS\CALCUL1\15-477;1;EC6, U ENERCALC INC 1983-2016 Budd 616415 Ver 616415 .. . Description... FRONT PORCH ROOF RAFTER - ... - 4, ..-. - '-'- to . . . Load Combination - Max Stress Ratios .'.. . . -. Moment Values - 4 Shear Values Segment Length Span#' '. M V ' Cd CF C14' Cr 'C t. C1 . ' M ,fb. F'b-, :V Iv Fv Length =7.0 ft 1 0.145 0.062 1.15 1.300 p1.00 1.15 1.00 '1.00 1.00 ' .0.14 224.19 1547.33 -,. '0.07 12.86 207.00 1.300 100,1 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 n • 224.19 2152.80 -. 0.07 12.86 .288.00 -.0+0.70E*1-1 , . .. 1.300, 1.00 1.00 1.00 . - ,1.15$,1.00 0.00 0.00 0.00 0.00 . Length =7.oft 1 10.104 0.045 1.300 1.00 :4-1.15 1.00' 1.00 1.00: 0.14 - 224.19' 11.60 2152.80 - 0.07 12.86 288.00 4lJ.i0.750Lr40750L-.0450Wi4-1 ..- . 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 +13+0 750L.0 750S-'-O 450 Ws4-1 1.300 1 00 115 1.00 100 1.00 000 000 000 000 Length 7.0 ft ' I 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 4040.750L-+0.750540.5250E1-H ' ,t- 1.300,. .1.00 1.15 'l.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'" 1.00W 1.00 . 0.14 224.19 2152.80 0.07 12.86 288.00 .+0.60D40.60W40.60H . , . ' . 1.300 1.001 1.15' 1.00. i.00 1.00 .., 0.00 0.00 - 0.00 0.00 Length =7.oft ' 1 10.062 0.027 1.60 1.300 1.00.1.15. .1.00' 1.00 1.00'. -008 134.52 .2152.80 0.04 7.71 288.00 - -+060D.070E-.060H k 1.300 1.00"'115 100 000 100 000 000 000 .. 000 -Length=7.oft 1 0.062 'j" 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 =94.? -, 4...C.r'r .".11el Over -all Maximum Deflections Load Combination Span Max Dell Lor-ation in Span e' Load Combination Max + Dell Location in Span . .". 3.526 ' '- - . :. . 0.0000 - - 0.000 1 0 Ica r 4. eac iow- .0811 ''" .'-""' ". 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 . - 0.048 401-H " 0.081 - 0.081 +D+L4H 0.081 0081 " J 0.174 0174 40+541 - 0081 0.081 ,' t ...0-.0.750Lr+0750L41 .' ,.---.,'.•. 0.151 ' 0.151- +0+0 750L-.0 750S41 . 0081 0.081 • .r -.0-+060W+1-t 0.081 0.081 r - -. -+040.70E#1 . .. -- '.- - 0.081' 1 0.081 -'-D-+0.750Lr+0.750L-+0.450W.H ' .' - . , 0.151! 0.151, +D0750L40750S40450W#1 0081 0081 '1 C +O'+0.7501,.+0,750S-+0,5250E44-j . .- , - .0.031 , 0.081 +0 60D.0 60W-+0 60H 0.048 0.048 40 60D#0 70E+0 60H 0048 0048 I O Only . .' - -' •.. 0.081 0.081 •.' - - . . . -. LrOnly ' * - '".0.093'.,0.093 1. L Only S Only I-kA WOnly EOnIy HOnly C - . . ,j .. - -, - - - •. , - . , 4 - .- 114 - , - .. :- '.1- ' ,.-' , ' '-=• A - '1 4. . , , (1- , -. -p -' ' - -t -' A • ' - - . '. ç. '' - . ••-.. , . - ,_ . - - . 4. C - - , 4 ... . -...-- '1' ' C' Y•4 . 4 ,- - - 6 -' , "' ..,- :l -':• I .,' ., ,,,. / 7 -- 4 1 . - .... . . . Challman Engineering, Inc 41747 11th Street W, Suite D Palmdale, CA 93551 (661) 524-0911 Bill@ceiengr.com Project Title: Engineer: Project Descr: Prolect ID: Printed: 19 APR 2016, 3:09PM Wood Beam 16.4.15 Description : FJ-1 CODEREFERENCES 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 Load Combination IBC 2015 Fb - Compr Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 900 psi E: Modulus of Elasticity 900 psi Ebend- xx 1600 ksi 1350 psi Eminbend - xx 580 ksi 625 psi 180 psi 575 psi Density 31.2pcf Repetitive Member Stress Increase Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0 = 0.0150, L = 0.060 ksf, Tributary Width = 1.330 ft, (DECK LOADING) DESIGN SUMMARY 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 Load Combination +D+L+H Load Combination . +lj+L+H Location of maximum on span = 2.500ft 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 0.007 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 Maximum Forces & Stresses for Load Combinations 1 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 fv Fv +0+H 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 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.oft 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 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.oft 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.Oft 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 +0*0.750Lr.0.750L+H . . 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 0.102 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 +00.750L+0.750S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Chailman Engineering, Inc , Project Title: 41747 11th Street'W, Suite Engineer: - ' .. Project ID: Palmdale CA 93551 Project Descr ,J (661)5240911 • BiIlceiengr corn -.'J!._.!1.. Printed:19APR2016. 3:09PM Description: F.J1 Load Combination Max Stress Ratios . r " Moment Values - Shear Values Segment Length Span# M V Cd CEN' CjC;1 Cm C t CL M lb - F'b . •V tv 'Fv Length = 5.0 ft 1 0.111 0.075 1.15 1.100, 1.00 1.15 1.00 1.00 1.00 0.26 -145.17 1309.28 0.14 15.52 :207.00 4-040.60W#1 . .. . 1. 100 1.00 1.15, 1.00 1.00 1.00 ' i 0.00 0.00 0.00 0.00 Length = 5.0 It , . I 0.022 0.015 1.60 ., 1.100 1.00 .1.15 •,,1.00 .1.00 1.00 0.07 . 40.24' 1821.60 . 0.04 * 4.30 288.00 +4340.70E4H . 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 0.022 0.015. 1.60 1.100 1.00 -1.15 1.00 1.00 1.00. 0.07 40.24 1821.60 0.04 .4.30 288.00 40+0.750Lr40.750L+0.450W4F1 . . 1.100 '1.00'.. 1.15 '4 1.00 1.00 1.00 -. '4 - . 0.00. 0.00 0.00 0.00 Length = 5.0 ft 1 - 0.080 0.054 1.60 1.100- 1.00 1.15 - 1.00 1.00 1.00' 0.26 ;145.17 ' 1821.60 0.14 15.52 288.00 #0.750L-0.750S+0.450W-4-I. 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' 0.080 0.054 . 1.60 1.100 ' "i.00 - 1.15 . 1.00 1.00 .1.00 0.26 145.17 1821.60 0.14 . 15.52 288.00 -+O-+0.750L-+0.750S+0.5250E-++I . 1.100 1.00 1 1.15 .1.00. . 1.00' 1.00 - . . 000 . 0.00 0.00 0.00 . Length = 5.0 ft 1- 0.080 0.054 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.26 145.17 1821.60 0.14 15.52 288.00 +0 60D-+0 60W-+0 60H 1.100 '-J.00 115 1 00 1.00 - 1.00 000 000 000 000 Length =50ft 1 0013 .1 0.009 160 1.100 100 115 100 100 100 004 2415 182160 002 258 28800 40.60D-+0.70E1'0.60H .. - ' 1.100 ,,1.00 '' 1.15 1.00 1.00' '1.00 ..' . . 0.00 0.00 0.00 0.00 Length =5.oft 1 ' 0.013 0.009 1.60 1.100 1.00 .' 1.15 1.00 1.00' 1.00. 0.04: 24.15 1821.60 .. 0.02 2.58 288.00 .-';.,-,4--,'."." " 444-•4444 .4*44-*4_ -- '. Load Combination - Span - ' Max. Dell Location in Span. Load Combination i - ,. Max. '-'-n Dell Location in Span 1 - 0.0092 . 2.518- . .' . . . 0.0000 0.000 Verti'aI Reactun 4-' .. Support notation Far left is #1 Values in KIPS Load Combination Support .1 Support 2 .. . - - Overall MAXimum - . . .- - 0.257 '0.257 Overall MiNimum . . 0.034. * 0.034 • 0.057 - •' .0.057 .0. 1, - - - . 0.257 0.257 0.057 0.057 40+54H ''.-. 0.057,"4 0.057 .......... . .-. +040 750Lr+0 750L#I , - 0207 0.207 4040 750L-.0 750S+H 0207 0.1207 +o+o:60w-+fI - - 0.057 - ' .0.057 ,' .- -: . . .. -'-0-.0.70E+H , - " 0.057 - 0.057 -.0+0 750Lr+0 750L-.0 450W41 - -10.207 0207 - -.040 750L-.0 750S+0 450W-+H • 0.207 t 0.207 . +0.0 750L-.0 750S-+0 5250E-.H .. '0.207 0.207 4 +0 60D-.0 60W-.0 60H - 0.034 0.034 - -.0 60D-.0 70E-.0 60H 0034 0034 - O Only ' 0.057 0057 LrOnly LOnly 0200 0.200 SOnly WOnly .EOnIy HOnly -. .4* t•. 1. -* +, .4,. . -'-V 't'4 _ '. - . ' ',• - I - 4 - - ' 4.. ••,'- ,, - '.. - ., . -- - - - '-*4, 4 '••,',.• • .. - - .' , ..-.4*._ ' ' -- ---' ' 4- , ' ' ' - ' -• . - -- .- .4-. ,' - ' -. -'tt - - , ,' I- •4- • ,- 4* 44 1 - .4'-. - .4 - -. -4-. ' - - 4 - I •'. , '4 Chaliman Engineeilng,Inc. 41747 1•1th Street W, Suite D, Palmdale, CA 93551 Tel: (661) 524-0911 - Email: CE1ceiengr.com CEP: 15-482 CHALLMAN ENGINEERING, INC 31 March 2016 lof 2 I. Scope of Work: The scope of work includes the construction of a single-story, single-family dwelling. Building Codes: 2013 California Building Code. Structural Design: V V V 1. Loading: a. Roof- 1) DL: Asphalt Shingles - 6.0 psf Sheathing (1/2" Plywood) - 1.5 psf 2x Trusses @ 24" o.c. - 2.5 psf Ceiling 3.0 psf : Misc. - 1.0 psf I l4psf V 2)LL: 20 psf b. Snow Load: 20 psf V c. Walls: V V V I) Exterior: V V V 2x6 Studs@ 16" o.c. - 1.5 psf V V " Plywood - 1.5 psf V V Y2" Gypsum V - 3.0 psf 7/8" Stucco V - 6.0 psf V V V V V 16.0 psf V • C. Lateral Design: V V V V 1 Seismic VV V V V V Latitude: 33.163998 Longitude:117.341072 V V Site Class: D V • V Spectral Response: Ss=1.139, S1=0.437, SMs=1.189,SM1=0.683 V V SDS=0.793, SD1=0.455 V V Periods: TL=8.000, Ts=0.459, Ct0.02,x0.75 1a=0.175 .1=1.0, R=6.5 V • Cs0.122 • • V V • V V=CsW E = (V/1.4) x Q (Q = 1.3) V V V V E=0.113W (See IBC2012 Seismic Design Criteria spreadsheet for caics). V • Chaliman Engineering, Inc. V V • 41747 1 VStreet W, Suite D, Palmdale, CA 93551 Tel: (66 1) 524-0911 - Email: CEI ceiengr.com V CEP: 15482 CHALLMAN ENGINEERING, INC 31 March 2016 2of 2 I. Scopeof Work: .' C. Lateral Design: -: 2. Wind: ' : .- See IBC2012 ASCE 7-10 Wind Loads spieadheet for wind pressures. D. Foundation: . T From Table 1804.2 (Assumed Soil Type: SD); * Class of Material: 5 Allowable Soil Bearing Pressure: 1500 psf ' E. Materials: Concrete: F'c 2500 psi . Reinforcing: Fy,.= 60ksi45 & larger - Fy =40 ksi - #4 & smaller Structural Steel: ASTM A36 Wood Studs, Joists and Rafters - DF.t #1 unless otherwise noted (UON).. * Beaiñs & Posts - DF-L Select Structural (UON) Parallel Strand Lumber (PSL) - Trus Joist MacMilliàn a. • • '. fr •- -•.. - - -I • . H. - •. * - ' 4- - - -• Chaliman Engineering, Inc. • • 41747 1 1"' Street W, Suite D, Palmdale, CA 93551 - • Tel: (661) 524-0911 —Email: CEI@ceiengr.com. .. '. 12/1'2O15 Design Maps Summary Report USGS 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 USGS—Provided Output S= 1.139g S= 1.189g SDS = 0.793g = 0.437 g S1411 = 0.683 g Sol = 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. MCER Response Spectrum r\ 0.12 0.00 0.20 0.40 0.60, 0.00 1.00 1.20 1.40 1.60 1.00 2.00 Period, T (sec) Design Response Spectrum 0.92 IVY 0.16 0.00 0.00 I I I I I I 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.20 2.00 . Period, T (sec) Although this infbrrnation is product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the 1/2 IBC2012 (1613), ASCE 7-10 CHAPTER 11, 12,13 SEISMIC DESIGN CRITERIA Response Spectral Acc. (0.2 sec) Ss = 1.139 g Figure 22-122-322-5,22-6 Response Spectral Acc.( 1.0 sec) S1 0.437 g Figure 22-2,22-4,22-522-6 Soil Site ClassiD 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 Fa.Ss =1.190g (11.4-1) Max Considered Earthquake Acc. SM1 = F.S1 = 0.683g (11.4-2) © 5% Damped Design SOS = 213(SMs) = 0.793g (11.4-3) 5D1 1=213(SM1) = 0.455g (11.4-4) Building Risk Categori6sl 11 Standard LV Table 16045 Design Category Consideration flexible Diaphragm with dist between seismic resisting system >40ft Seismic Design Category for 0.1 sec D Table 11.6-1 Seismic Design Category for 1.0se6 0 Table 11.6-2 S1 <.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 = oi T R301 2211 12.9 Equivalent lateral force procedure A. BEARING WALL SYSTEMS T-12.2-' Seismic Force Resisting Systems 115. Light-framed (wood) walls sheathed with wood structural panels rated for shear resistance or steel C= 0.02 x = 0.75. T-12.8-2 Building ht. H = 20 ft - Limited Building Height (ft) = 65 = 1.400 for So, of 0.455g Table 12.8-1 Approx Fundamental period, T. = Ct(hn)X = 0.189 12.8-7 ,TL = 8.000 Sec Calculated T shall not exceed :5Cu Ta = 0 265 Use T = 0189 sec 0.8Ts = 0.8(S01ISos) = 0.459 Control (exception of Section 11.6 does not apply) Is structure Regular & 5 stories? IN0 L 12.8.1.3, Response Spectral Acc.( 0.2 sec) Ss = 1.139g Fa 1.04 @5% Damped Design 5DS = %(Fa.Ss) = 0.793g - (11.4-3) - Response Modification Coef. R = 6.5 - ., Table-12.2-1 Over Strength Factor C2 = 2.5 foot note g - Importance factor I = -' 1 - T 1.5-2 Seismic Base Shear V = C W CS = =0 122 ' , ' (12.8-2) R/l Sol or need not to exceed C5 = = 0.370 For T5 TL (128-3) (R/1).T SD1TL (128-4) - or-05- T1R/l ' N/A , For T>TL C shall not be less than = 0.044SDS.l?.Ol = 0.035 ' ' (12.8-5)' Min C5 = 0.5511/R N/A ' For S, 0.6g - ' (12.8-6) Use Cr'0.122 ' Design base shear V = 0 122W Control 1. 27 Directional Procedure, Part 1:Enclosed and Partially Enclosed Rigid Buildings. (Alt Heights) 27.4. MWFRS - Velocity pressure q .00256 K K1 Kd V2 (27.3-1) Exposure C Roof Height h = 25 feet Roof Pitch= 5.00 :12 . Exposure coefficient K= Section 27.3.1, shall be determined from Table 27.3-1 Topography factor K= 1.00 26.8.2, Figure 26.8-1 Directionality factor K, = 0.85 - 26.6, Table 26.6-1 Building & Structure Risk Category = II, standard . IBC T-1604.5 Wind Speed V= 115 mph Fig. 26.5-1A, MRI = 700 yrs q 28.78 K psf . _____________ Internal Pressure Coefficient (GC 1) = ±0.18 Table 26.11-1, for Enclosed Buildip Gust effect factor G 0.85 26.9 Pressures for MWFRS p.= qGC - q (GCP )' (27.4-1) Wall and Roof External pressure Coefficients C from Fig. 27.4-1 Wind Normal to Ridge (-L to 67) UB =. 1.40 -h/L = 25/67 = 0.37 e= 22.6 Windward wall C = 0.80 . Windward roof C = -0.30 Leeward wall C = -0.42 for UB = 1.40 Leeward roof C = -0.60 Side wall C = -0.70 or Roof C = Wind Parallel to Ridge (-L to 48) UB = 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 -0.50 Side wall C = -0.70 for dist 0 - 13 25 -20.8 -20.8 -11.6 -6.86 -13.87 . I I I'l l t t t t t I 30.15 @40ft .- . . . 31.91 @40ft q1 ± 4.90 28.95 @ 30 ft GC, = ±.0.18 - 30.7 @ 30 ft (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 26.34 4 otol5 - - 28.1' 0to15ft = 67 t.• . - -. = 48 . * .. p = qGC - q(GC) (27.4-1) For Exp C where q = q for windward at height z z9 = 900 = 9.5 q -qh for 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/zg)2I0 Roof Ht, h = 25 ft Normal to Ridge L to 67 Parallel to ridge L to 48 Height Kh qh C, chGC C,, qhGC,, Leeward wall all 0.945 27.20 -0.42083 -9.73 -0.50 -11.56 Side wall all 0.945 V 27.20 -0.70 -16.19 -0.70 -16.19 RoofS ww -0.297 . . V -0.90 -20.81 fr 0 - 12.5 Lw 0.600 -0.90 -20.81 fr >12.5 V -0.50 -11.56 fr 25-50 :0.30 -6.94 V fr 50 Normal to Ridge - to 67 Parallel to ridge -- to 48 z, Ht. (ft) Kz qz C,, p =qGC,, WW+LW C,, p =qGC,, WW+LW V VWindward wall 0 to 15 0.849 24.43 0.80 16.61 26.34 0.80 16.61 28.17 20.0 0.902 25.95 V 0.80 17.65 27.38 0.80 17.65 29.21 V 30.0 0.982 28.27 V V 0.80 119.22 28.95 V 0.80 19.22 30.78 V 40.0 -. 1.044 30.03 V 0.80 V 20.42 30.15 .0.80 V 20.42 _.. V. 31.98 V ( CHALLMAN ENGINEERING INCORPORATED 41747 11TH ST W. SUITE D, PALMDALE, CA 93535 P(661) 524-0911 F(661) 208-4005 CHALT21ANENGR@AS.NET Project: BUENA VISTA COLONY (2A) SINGLE-FAMILY RESIDENCE Client: PACIFIC LEGACY HOMES Project No: I5-4e2 Date: By: SHEAR WALL SCHEDULE Sheet .3 SHEARWALL SCHEDULE TYPE DESCRIPTION CAPACITY A.B. SPACING DIAPHRAGM CONN. AA /32 PLYWOOD STRIJCT—I W/lod NAILS 5/s" 0 A.B. © 48" O.C. A35 © 16" D.C. OR © 6" O.C. EDGE, 12" O.C. FIELD. V=34OPLF 7" MIN. EMBED. HGAIO © 40" O.C. A '/32 PLYWOOD STRUCT—I W/10d NAILS " 1s 0 A.B. © 30" Ô.C. A35 © 10" O.C. © 4" D.C. EDGE, 12" O.C. FIELD. 3X V=51.OPLF OR FRAMING © PANEL EDGES, 3X SILL " MIN. EMBED. . HGAJO © 27" D.C. A 15/32" PLYWOOD STRUCT—I w/lod NAILS 5/a" 0 A.B. © 24" D.C.A35 © 8" O.C. c © 3" D.C. EDGE, 12" O.C. FIELD. 3X V=665PLF 7" MIN. EMBED. OR. FRAMING © PANEL EDGES, 3X SILL HCAIO © 20" O.C. A '/32" PLYWOOD STRUCT—I W/lod NAILS %" 0 A.B. © 18" 0. C. A35 © 6" 0. C. D © 2" O.C. EDGE, 12" O.C. FIELD. 3X V=870PLF 7" MIN. EMBED. OR FRAMING © PANEL EDGES, 3X SILL HGAIO © 16" D.C. 2 — HFX-15X19 1Y8" HS (BACK—TO—BACK) V=1,940LB5 PER MANUF SPECS. PER MANUF. SPECS. SSWI8X7.4 V3,6I5LBS 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 & SHEARWALLS (UP TO V=600PLF) ONLY (PER 2013 CALIFORNIA BUILDING CODE, SECTION 2305.3.11). AT 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". HOLD—DOWN SCHEDULE MODEL CAPACITY (T) CAPACITY (Tx.75) ANCHORAGE HDU2 30751/ 23001/ SST820 HDU4 . 4565# 34201/ SST824 HDUB '59801/ *4485# SST828 HDQB *730// . *570// SSTB34 HHDQ11 *11,8101/ . '8850# 1"0 AT02" EMBED HDU14 *14,4451/ *10.8351/ 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%"Xl%" PLATE WASHER. ANCHOR BOLT MUST BE A MINIMUM OF 12" IN LENGTH AND ASTM A307, A36 STEEL OR BETTER. HDQ8, HHDQ 11, AND HHOQ 14 REQUIRE 6X6 MINIMUM POST FOR CONNECTION. 1 "0 AT REQUIRES 15" OF FOOTING EDGE DISTANCE ON ALL SIDES OF BOLT. *POST SIZE FOR HDQ8 IS MINIMUM " MATERIAL. HHDQI1 & HDUI4 REQUIRE MINIMUM 5Y2" POST MATERIAL; HDUI4 REQUIRES HEAVY HEX ANCHOR NUT. THE FOOTING FOR HHDQI I & HDUI4 SHALL BE 24" SQUARE CENTERED AT THE HOLD—DOWN.* ri - - I Table 1.1A iode NetHeht Comressive HOBäftDli(n) ApphiIAxJl T Selsmlc'47: f ii Number H On) '-C Shength and idei Load 4 In-Plane Shear fye ln Plane Shear 'y5 Obef i$ 4VJths) ' lmll WE HFX-15x19 . -' 2241/4 2,500 - . HS , - ' - . 1 . , ' 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 - 246 33,190 3,000 19,625 28,600 4,000 18,440 25,640 HFX-21x19 2,500 1,560 • 0.961 24,575 1,800 30,460 31000 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 HFX l8O HFX 21x20 . . 2361/4 ' ' "2.500";* 1 i/8"HS .-. , ,, .. 310004i.- , ' 2O00 ' ... 785 0 879 20985 1156 ' 28940 k' 19160 1 ' 1312 a".- . 30430 - - 17650 25445. i,070.; i.020 O --; . 2 , 22075:kl '- 1.166 26,3159'.-_' '3;000'-:. 20,135 23,990". 4000 I2,500- -3000- * 18875 . 1485 ' - ,1 068 , ,-. - 160 ? --,'21,785-' .1313 28,060 . 26020k' 23160 HFX 240 2500 1 460 ... 0 770 ________ '4t 18 965 ' '2130 -17,67O -1 124 . -.. 31190 " 3000 18340 .. . 29,085 4,000-- . ForSI:1 Inch =25.4 mm, 1 foot C=304.8 mm, 1lb=4.45N,1p6.89kPa. Notes , The values in this table are Allowable Stress Design (PSD) excluding a 1.33 stress increase and pertain to installation on 2500, 3000, and 4000 psi concrete or nut & washer with 5,000 psi minithum non-shrink grout. For installatiän on a nut & washer (only) table values must be multiplied by 0.80 _ -- STD indicates bolts complying with ASTM Fl 554 Grade 36. HS rods include, but are not limited to ASTM Fl 554 Grade 105, ASTM Al 93 Grade B7 or ASTMA354 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. 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. - '•; . Concrete Table 1.IA *ENTRY - .•• - - - GARAGE - L ' II :- ' HFX-24x9 1-118-STD-14-20 . ON FOUNDATION @ I r . -. . ,. - .. ' ON6'CURB (@ -. .-. FOUNDATION PLAN - - - For referenced details see catalog pages 50-53 I - . •. 21 9 \Fio L W -'4 .CHLMAN Project: BUENA VISTA P#2 RESIDENCE ENGINEERING SINGLE FAMILY RE5I9ENCE • Project No: I INCORPORATED,Client: I5-4 41747 11TH ST W, SUITE D. PALMDALE, CA 93535 PACIFIC LEGACY Date: P(661) 524-0911 F(661) 206-4005 By: lChecked: - Sheet L, . 141EAt 'K15/1 (Z 61 Pz€&) • 41L-ace / (tooP) ('k.. €rQ1u-5) WI 17 1 375 4- io,00 Z, ZAJJP.foo' (j4Pj 11'I V715 41 1 00 + fs,2oZ'5l-f- +t01100 - 3 LTpwort -- _c -- r S,z94- tô L - I F V o a Lo js-rupitkL P f* k 2•q 247 45,o57 -(P ofy2atIS C v6-Q2r £ u 'r XI TXL. 55-r5'5 \1 c5,-Mc I O 5c (o,7D t'1,1I -- t-373- —2Oi(------ ô 44 \34-I.4 17, Z5I1Z- 2-7 4'7 0,01 2. 4i -- - -- - (1 CHALLMAN Project: BtJENAVISTA P*2 RE5II7ENC.E SINGLE FAMILY- RESIPENGE Project No: ENGINEERING Client: Date INCORPORATED 41747 11TH ST iY. SUITE D. PALMDALE, CA 93535 P(681) 524-0911 F(661) 208-4005 CHAWWlENGR@AS.NET Section: Sheet 7 By: Checked: - L41'tFit- AW4Z-Y$/ 5 (z ' zz L,c17i1i7?OJ _J2! ?f c2oYf /O/ 2" 4-Bor.- VJ, - 45WW Y, 441 \j 4oe 2 ?c? 4z4o - 71 ?-,40 45'6 IX - ----- -- --- L--------------------- VI3 3,1GW .7f 0611D - -----i I-- ------ ----------- I------ -- ----- -- -- ----Lv1- ' 7)16,4 ?pie,t_ A'ior f,686 i"PL 7, 1, 9( Z,7fti 'I 40 77 -IQL ,7 -* -. (1 Project: BUENA VISTA P*2 RESIPENGE Project- No: CHALLMAN SINSLE FAMILY RESIENGE 15-4TI ENGINEERING - INCORPORATED Client: Date: 41747 11TH ST W, SUITE 0, PALMDALE, CA 93535 P(661) 524-0911 F(661) 206-4005 CHALLMANENCR@AS.NET Section: By: Checked: Sheet 5 Ty p _______ • - Vy'i-%O- A41- L 2' Z!L i ___•'• "7j/1,' : I ,• . r &LLLA J_j V4L °if--------______ i_ •• J•• • . .1 : • 4xy$.2:4 1 I'7 1 4-10)(q IL • -• .. •.. • • H_____ _____ /5?o L/3,z' -V/ AA • ,. - I- ---------------------------------------------------------- WPU-r_1 f• .• • • . w •1 . /lj(-::• 11Z° : • • •. / •' .i/e(,,o./e • • 3,OI'• • 7- *4* . •; . . . :I"7'fL-'1 , . • 0 .. • $+ I__°- CHALLMAN Project: BUENA VISTA P*2 RESIENGE ENGINEERING SINGLE FAMILY RESIPENGE Project No: 15-4-n Date: INCORPORATED Client. 41747 IITH ST W. SUITE D. PALMDALE, CA 93535 PACIFIC LESAOT' HOMES Section By NG Checked Sheet C CHALLMAN Project: BUENA VISTA P1*2 RESIPENGE Project No: ENGINEERING SING FFAMILY RESIPENGE 15-4-11 Client: Date INCORPORATED 41747 11TH ST W, SUITE D. PALMDALE, CA 93535 CHAILMANENGR@AS.NET P(661) 524-0911 F(661) 206-4005 Section: S Sheet / By: : Checked: H 4, 1 /P/57?eI~U72cJ Ar -- 11J1sX497 1 - 3___------------- i--- 71 -- ---- 14 \420d £o VAr 44' -S-------------. 3, + 5, zz5 — --- _/i 45 -------- -------- /' '- IF -. - 51 Y i-d+-IL1 414 HOU it — , Lo -Jr kI (J+ J v.-br L.67 'r8c/4so i HOQ T 4p3c+\D,L45 p - CHALLMAN Project: BUENA VISTA GOLON'( P#2 RESIPENC.E Project No: ENGINEERING SING T1 LE FAMILY RESIPENGE I54 INCORPORATED Client: Date: 41747 11TH ST W, SUITE D. PALMDALE, CA 93535 P(661) 524-0911 F(661) 206-4005 CHALLMANENCR®AS.NET Section: By: Checked: - Sheet 3 3 (i -t--ooAI 41 - Pt4-7Ei9 ,2ou*L( -' ' (.o (ia. ;;') 14,3 c,),I4,IS ', L-f&fT--.. .- • -. ___ LUt//1 7.0e .. Mor. cb,ja' HL'5 F Y 7II lI,'5"/"s/t- . Wor 4,4- ,44?: /o,Z3( -77R z44 - ...: . . . -- . . \/4 / 4or= ((( + J\? p Project: BUENA VISTA COLONY P4t2 RE5II7ENGE Project No: CHALLMAN ENGINEERING SINGLE FAMILY RE5I1ENGE I5-471 INCORPORATED Client Date 41747 11TH ST W, SUITE D. PALMDALE, CA 93535 P(861) 524-0911 F(681) 206-4005 CMALL.MANENCR@AS.NET Section: - By: Checked: - . Sheet /... 1-7 700 ---+- --(/ 7*-,5!_--------------------------------------- z4ic / I4x'Z.'. icK W- 4,ii,o t — : Ve,?o457'L!t Mor 'l-'710 . . ... -I5(ISZ(7"1-& MA / ve VA TYAC -----------------------._ .... Jc•LiJ66 . .:. ... -._____ _____ aL5 _"s . . I /4f// Z8PL-f T . MEMBE REPORT F 0 Level Floor Joist PASSED R E 1 piece(s) 117/8" TM® 560 @ 12" OC - Overall Length: 23' 10" ' . ( — c ::j .4.•"" q'' - • - 233 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. System : Floor Member Tpe : Joist Building Use: Residential Building Code : IBC Design Methodology: ASD Deflection criteria: Ll. (1/480) and T. (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. 4 - - 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 11-Pro'" Rating Include: None ' •: - it7! F ombina Von ~Patt= 1,I Member Reaction (Ibs) - 614 @ 2 1/2" 1396 (2.25") Passed (44%) 1.00 1.0 D + 1.0 1 (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 @ 11 11" 9500 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defl. (in) 0.407 @ 11' 11" 0.585 . Passed (11691) -- 1.0 D + 1.0 1(All Spans) Total Load Defi. (In) ' 0.529 @ 11 11" 1.171 Passed (1/531) -- 1.0 D + 1.0 L (All Spans) TI-Pro—Rating 46 ' 40 Passed 17 ffl ZCa1 [ired WHIM soriee' ..'-.-, 1 - Stud wail - SPF 3.50" 2.25" - 1.75" 143 477 - 620 11/4" Rim Board 2- Stud wail - SPF 350" 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. - , -_ 4 . • - Dead' FloorLive Loads.,{ '"Locatjon Spacing () () 1 - Uniform (PSF) 0 to 2310" 12" 12.0 - 40.0 ,. SUSTAINABLE FORESTRY INmATIVE 4- - . 3/12/2016 10:24:25 AM - . Forte v5.0, Design Engine: V6.4.0.40 15-477PLHBVC44te 4 .. •Pagelofl V5S-V. Chailman Engineering, Inc . Project Title: 41747 11th Street W, Suite D Engineer: * Protect ID: - - V - Palmdale, CA 93551 Project Descr: (661)524911 BilIceiengr.com . Ll JJJ_.._LL Printed: SMAR 2016, 3:25PM ic. KW-06001489 Licensee: CHALLMAN ENGINEERING Description: BM-1 .- Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 710 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 6200ksi 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) 4x8 - S V V Span =8.oft VVVV ervtce ioaas eneerea. Loaa i-actors will ne applied tor calculations. Beam self weight calculated and added to load Uniform Load: D=0,0140, Li = 0.020 ksf, Tributary Width = 9.160 ft, (ROOF LOADING) :DESIGN- SUMMARY Maximum Bending Stress Ratio = V Section used for this span S fb:Actual V = FB: Allowable = V V 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 0.611: 1 Maximum Shear Stress Ratio 4x8 Section used for this span 992.32p5i fv:Actual 1,625.00 psi V Fv Allowable +D+L.r+H . Load Combination 4.000ft - Location of maximum on span Span #1. Span #where maximum occurs 0.090 in Ratio = 1068 >=360 0.000 in Ratio = 0<360 0.155 ill Ratió= 617>=180 0.000 in Ratio = 0<180 . = 0.284:1 4x8 = 64.00 psi = 225.00 psi +D+Lr+H = 7.416 ft Span #1 V VVVVVV VV•VV M --VVVVVV\'.• 5 VVVVV_VVV_• V ;V:VVV,V.VV.VV.S. S.VV_.VV *V *VV. ax!rnum: Forces V - V - Load Combination Max Stress Ratios - Moment Values Shear Values Segment Length Span# M V C C EN - C1 Cr Cm C CL M lb Pb V fv Fv V V, V 0.00 - 0.00 0.00 0.00 'Length =8.0ft V 1 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 - - -. 1:300 1.00 1.00 1.00 1.00 .1.00 0.00 0.00 0.00 0.00 Length =8.oft - 1 0.322 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 +t'{r+H - .1.300. 1.00 1.00 100 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.611 0.284 1.25 1.300 -1.00 1.00 1.00 %1.00 laOS 2.54 - 992.32 1625.00 1.08 64.00 225.00 41J+54I V ' 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 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 90+0.750Lr',0.750L14-1 S 1.300 1.00 1.00 - 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.oft I . 0.522 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 -fe0.750L-e0.750S+H .. 1.300 1.00 .1.00 1.00 1.00- 1.00 - 0.00 0.00 0.00 0.00 - - .. 4'* - - - Ch'állman Engineering, Inc -, Project Title: 41747 11th Street W, Suite D . ' Engineer " Protect ID Palmdale CA 93551 .. Project Descr - (661) 524-0911 / "' 'Ill _________ dI1 L • I iii .LiJi BiIl@ceierlgrcom - - %iC. #: KW-06001489 -- - 'F Description: 'BM-.1 '' a' - * . . .• . - 'I •'' '4FFH i .. '. Load Combination Max Stress Ratios -'- Moment Values Shear Values F . SegmentLength Span# •-M • •'.V' Cd.0 ,Ci qr. .Cth C.t CL M • lb Pb . V f Fv, Length =8.Oft 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 +0+060W41 -. '- 1300 100 100 100 100 100) 000 0.00.000 000 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'+0.70E+4-I . .., .. 1.300 1.00 '1.00 1.00 tOO 1.00 "--. ' 0.00 -- 0.00 : . 0.00 - .0.00 Length =8.oft.-4, ,. I 0.201 0.094 1.60 1.300'- 1.00 1.00 1.00 1.00 1.00 1.07 2080.00 '- 0.46 ,418.73 - 27.01 288.00 +D'0.750Lr-+0.750L-+0.450W+I-I . 1.300. 1.001 1.00 .1.00 1.00 1.00 . ' -. . 0.00-, 0.00 0.00 0.00 - Length = 8.0 ft ' 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 -+0-+0.750L#0.750S+0,450W*1 " .. ...,. 1.300 . too . 1.00. .1,00:.-1.00 1.00' ' • :' -. .. -.o.00"' -'0.00 0.00 0.00 -, , Length = 8.0 ft I • .0.201 0.094 4 "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 . +040.750L'+0.750S40.5250E+H ,. ' - ' . .1.300 ,I -11.001:100 1.00 1.00 1.00 .. . 0.00 . 0.00 0.00 0.00 Length =8.oft' 1,. 0.201 ' 0.094 . 1.60 1.300 100 '1.00 g. 1.00 1.00 --1.00 • 1107. 418.73 2080.00 '0.46 .27.01 ' 288.00 -+0.60D+0.60W40.60H - . 1.300 11.00 , 1.00 1.00 s 1.00 1.00 , . ' 0.00 .0.00 '0.00 ''.0.00 " 4Length =8.oft . I 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 .'+0.60D+0.70E+0.601-1 ' - --.. : . 1.300 1.00 1.00 1.00 1.00' 1.00 0.00 • • 0.00 '0.00 ' '0.00 Length 8.0 ft 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 16.20 288.00 445'F-A-..... OvraII Maximum Defiections :. !'..:d 4 , 41 - + 4 - . • . . . Load Combination Span Max Defi Location in Span Load Combination Max + Defi Location in Span 40+Lr*l • ,. -. , -'-i 0.1555, ,4.029l '-• . •... :°° 0.000 Supportnotation Farleftis#1" Valuesin1KlPS Load Combination I , ' Support 1' Support 2 . . - - * . . . - - .,. .:. .. .,, - Overall MAXimum . - ' 1:268 ' 1.268 Overall MiNimum I " 0.321 , 0.321 -+041 , 0535 0535 0.535 0.535 ' 4 4 40+Lr'*l - 1.268 1.268 1 - , 4 4. 40+841 535 ,• . ' ' 0535 0535 F'I '+040.750Lr40.750L41 . - •, • . . '1.085 . - '1.085 . - ,_ -. . - ,.. .•-,•. - • +0+0 750L'+O 750841 0.535 0.535 . -+0-+0.60W-'I-1 -- - .-• '' - . ' 0.535 .0.535 - ' •' . " . -' . ••, • - 4040 70E4F1 ' ' .0535 * .ç 0535 ' '" , 4 ,' 0-+0.750Lr'+0,750L+0450W41.- 1.085-1.085 • le - 4 - . -- -,:,'. ,. +040 750L-+0 7508+0 450W-+H '0535 0.535 +040 750L-+0 750S+0 5250E+f-1 0.535 0.535 40 60D-+0 60W-+0 60H 0.321 ' 0321 - - 460+010E-0.601-1 i-" 0.321 -+ 0.321 O Only ., - 0535 0.535 'F , 'LrOnly ' - - - - - '••- • . • - - - 0.733 0.733------.. ,• - - -- ' - 'i . ' - . - LOnly S Only W Only ' " ' .I EOnly - HOnly .4 - S. - '4-' •'•• 1--4 • 4. ' - '24 - '. - - f,"- _' 4,: - -,. - , .,4• - . -, F 4 ,. - s. ' 4.: . - - * - I 4 - • • - . - - r - - F' • ',. . U 4 I • II - - 4.. U S - - - - -' I - - - 'J " • - - - 'F' - -• ' • * - -' 4- . - '4 •-. -• 41' - 4 4 , - -. '4 ----F_4', ---S - , '4 -* -..-. ',• . - , 4'-. --. .' -- "4-' ,- . I •, - 4-- -4 F - - - • '. , ,-- .•.• •.-_': - • ........- ' • - , - , - -. U4 ' 4. • 1 • 1 - - - . - •- : -T•' - - ,4 _ •• , _ ,•,,,• t''i, - ' •- -V. ,-. - - - - -• _1 - - - •' -, 4 4- 1-, Challman Engineering, inc ,. Project Title: - 41747 11th Street W, Suite D Engineer: Palmdale CA 93551 Project Descr (661) 524-0911 I I lLIUJ.J-' Bill@c6iengr.com Project ID: oluo Printed: 9 MAR 2016, 9:09AM - -- - uescnption: bIVl- - . . / I ill JEREN€ = Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 - Material Propeities 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 - PrlI .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 Beam Bracing : Beam is Fully Braced ágainst lateral-torsional buckling 675.0 psi Density 31.20pcf - ' 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 . = 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 0.3431 Maximum Shear Stress Ratio 4x8 Section used for this span 558.18ps!. fv:Actual 1,625.00 psi Fv : Allowable +D+L+H Load Combination 3.000ft - Location of maximum on span Span # 1 . Span # where maximum occurs 0.028 in Ratio = 2531 >=360 - 0.000 in Ratio = 0<360 0.049 in Ratio= 1463>=180 0.000 in Ratio= 0<180 0.201 : 1 4x8 45.13 psi = - 225.00 psi -i-D+Lr+H = 0.000 ft = - Span #1 . - ' Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C Cr Cm C CL M th . Pb V fv Fv 40-1+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 0.201 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 4041.41 '1.300 1.00 1.00 1.00 1.00 1.00.' -0.00 0.00 0.00 0.00 Length =6.oft 1 0.181 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 i0+Lr-*l . . - 1.300 1.00 1.00 .1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length =6.oft I 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 -'0+5*1 . 1.300 1.00 1.00 1.00 1.00 1.00 , o.00 . 0.00 0.00 - 0.00 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 40+0,750Lr40.750L-14-I . . 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 4040.750L40.750S41 1.300 1.00 1.00 1.00 1.00 1.00 . - 0.00 0.00 0.00 - 0.00 -. •,, Challman Engineennj Inc Project Title 41747 11th Street W Suite D Engineer: Protect ID PaI?ndale CA 93551 - Project Descr 'Ii -. - y (661)524-0911 - Bill@ceiengr.com • Description 'BM -2 - - 4 Load Combination Max Stress Ratios 0 - . Moment Values - Shear Values SegmentLength Span# M V Cd CFN C 1 Cr Cm C CL M fb Fb V - Iv Fv Length =6.O ft. . 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 +040 60W*H 1.300 _ 1.o0 1 00 1.00 1.00 1.001 000 000 000 000 Lngth=6.0ft I 0.113-Y 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 -+0+0 70EiI-I .1.300 1.00 1 00 1.00 100 1.00- 0.00, 000 000 000 Length=60ft 1 0113 0066 160 1.300 100 100 100 100 100 060 23554 208000 032 1904 28800 +00.750Lr+0.750L-+0450W4f- . . . 1.300 1.00 1.00 1.00 1.00 .1.00 ; - . 0.00 0.00 0.00 .0.00 Length=6.oft 1.- 0.230 0.134 .1.60: 1.300 1.00. 1.00- 1.00 1.00 1.00 .22'- 477.52 2080.00 0.65 38.61 288.00, - .40-+0.750L-+0.750S+0.450W-*t. 1.300 1.00 .1.00 1.00 1.00 1.00 1 -. 0'.00 . 0.00 0.00 0.00 ' Length = 60 ft 1 0.113, 0066 160 1.300 100 100 '1.00 1.00 1.00 060 23554 208000 032 1904 28800 40-+0.750L*0.7505-+0.5250E-+l-t - 1.300 1.00 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length =6.0ft . I . 0.113 0.066 1.60 1.300 1.00 1.00 1.00 _ 1.00 1.00 060 235.54 2080.00, - 0.32 19.04 288.00 40 60D-.0 60W-+0 60H - 1.300 1.00 1.00 1.00 1.00 1.00,0.00,000 000 000 Length=60ft 1 0068 0040 160 1300 100 100 100 100 100 036 14132 208000 019 1143 28800 40.60D0.70E40.60H . - . -i... 1.300 .1.00 .1.00, 1.00 1.00 1.00w 0.00 0.00 0.00 0.00 Length =60ft 1.' 0.068.0.040 160 1.300 100 100 100 100 100 0.36,14132 208000 019 1143 28800 ~yer~a11Tm-7axRm=umQeffecfi HE ,. . Load Combination Span Max Defi Location in Span Load Combination . Max +Defl Location in Span 1 00492 3.022 00000 0.000 Support notation Far lefts #1 4 Values in KIPS - Load Combination Support I Support 2 - OverailMAXimum . . .• .0.951 -+_: 0.951 • . - • Overall MiNimum 0.241 0.241 * , . 0.401 0401 +D+L+H 0401 0.401 0951 0951 0401 0.401 +0-+0750Lr40750L4l 0.813 0.813 _ ' -+040 750L-+0 750S-'I-I 0.401 0.401 - 40-+060W+H L -. 0.401 0.401 *0+070E*4-f ' 0.401 0.401 +0*0750Lr'+0750L+0450W41 0.813 0813 -p.. -+0+0 750L-+0 750S*0 450 W+H 0.401 0.401 -*0*0 750L+0 750S-+0 5250E-*l 0401 0.401 -*0 60D-'O 60W-+0 60H - 0241 0.241 - 40 60D-+0 70E-+0 60H - 0.241 0.241 -. DOnly 0.401 0.401 Lr Only 0550 0.550 LOnly SOnly - . 4. • . . 0 . - . .4, - . , .- 4- •-.--- 4 .4- . - WOnly EOnly HOnly 4 • - -:- ' -i -• -. , - . . • - - . . . • 4 - - . . . . , .- - . . . 4.' 1 - .. )4 - - . ••. t_-.. -.- --4' .. 4 '' . -4 --4 ' .-- . -4. - . - - - • • ' •: • . . , ,. - . 0 1 1 -, ..-- -'": 1'': '. -';; -- 4 -, . •••• - ••4 4 -. '4. - - - - • .-.. - - 4 • '---.. .. '' . . - - -s- - Challman Engineering, Inc Project Title: 41747 11th Street W, Suite Engineer: . Project ID: - Palmdale, CA 93551 Project Descr: (661) 524-0911 - Bill@ceiengr.com - - Description: 13M-3 - - E5EQE - 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 - Peep - 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 - P 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) DEINSUMMAR.y: ':::-. 1IF1iI1] 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 = 1,625.00 psi , . . Fv : Allowable = 225.00 psi Load Combination - -. +Dkr+H Load Combination Location of maximum on span = 6.250ft - 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 Load Combination Max Stress Ratios - Moment Values Shear Values Segment Length Span #. M V Cd,' CFN C i- 'Cr Cm C CL - M fb F'b V fv ' F'v 40-1+1 -. 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 0.93 363.07 1170.00 0.27 15.88 162.00 +D+L#H- . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 o:oo 0.00 0.00 Length = 12.50 ft 1 0.279 0.088 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.93 363.07 1300.00 - 0.27 15.88 180.00 -i-0-4.r-i-i-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 0.506 0.160 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.10 821.71 1625.00, 0.61 35.95 225.00 -i-lJ-i-S+I-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 0.243 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 +0-+0.750Lr-+0.750L4-1 '. . 1.300 1.00 1.00 1.00 1.00. 1.00 0.00 . 0.00 . 0.00 0.00 Length = 12.50 ft I 0.435 0.137 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.81 707.05 1625.00 0.52 30.93 225.00 +040,750L40,750S+f-1 -. . 1.300 1.00 1.00 1.00 1.00 1.00 - - 0.00 0.00 0.00 0.00 Challmn Engineering, Inc 41747 11th Street W, Suite - Project Title - Engineer Protect ID . - Palmdale CA 93551 Project Descr - ... ji (661) 524-0911 - _-" Billlceiengr corn - Pnnted 8MAR 2016 328PM ft-ft LC% 1! .Description :. BM-: ' - 44 • - Load Combination Max Stress Ratios . .-. Moment Value . . ;' Shear Vâluès Segment Length Spari# 4 M V. CFN .Ci.'Cr C C CL M fb Pb t. - V - fv F'v 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 el +0+O.60W41 . - 1.300 .1.00 1.00 1.00 - 1.00 1.00 0.00 .- 0.00. 0.00 0.00 Length = 12.50 ft 0.175 0.055'9. 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*0.70E*H •c- .. 1.300 1.00 -1.00. 1.00 1.00_ 1.00 .- 0.00' 0.00 . 0.00 -0.00'... Length=12.50ft I - 0.175 0.055 _''1.60 1.3001 .1.00 -1.00 1.00 . 1.00 1.00 0.93 363.07 2080.00k . 0.27 • 15.88 - 288.00 +0+0.750Lr40.750L40450W41 . .. - 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 0.340'-' 0.107 .1.60 1.300 1.00: 1.00 1.00, 1.00. 1.00 181 . 707.05 2080.00. 0.52 30.93 288.00 +040.750L40.750S40.450W+l-1 1.300 '100 1.00 i.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 0.271 15.88 288.00 *D*0.750L*0.7505*0.5250E-*t . . . . . .• 1.300 1.60 _ , 1.00 1.00 1.00 1.00. ..' 0.00 0.00 0.00 . -o.00 Length = 12.50 ft i. 0.175., 0.055. 160 4.300 1.00 ,11.00 1.00 •1.00 i.00 .- 363.07- 2080.00 .0.93 0.27 15.88 , 288.00 40 60D+0 60W*0 60H . 11.300., 1.00 l 1 00 1.00 100 1.00 . ¶ 000 . 000 000 1 000 Length =1250ft I 0.105 0.033 160 1.300 100 100 100 100 100 O56 21784 208000 016 953 28800 40.60D*0.70E*0.60H .. ./. - 1.300 •,1.00 1.00 . 1.00 100' 1.00 '. , .o.00 0.00 0.00 0.00 Length =1250ft 1 0.105 0.033 ,160 1.300 100 100 100 100 100 056 21784 208000 0.16% 953 28800 Def1ecti&'. , Load Combination Span Max Deft Location in Span Load Combination . Max + Deft Location in Span +fJ-i-Lr+H •. . 1 -' 0.3143 6.296 ,. 4 0.0000 0.000 . Support notation Far left is#1 - Values inKIPS $ . Load Combination . -.. Support 1 Support 2 Overall MA)(imum 0.672 0.672 .. Overall MINimum. - . 0.178 . 0.178 4D#l,..'.' ' .-0.2970.297 ' 0297 0297 0.672..0.672._ ,.. ..-. -'0+5*1 0.297 0297 -+0*0 750Lr-+O 750L*l ' 0578 0578 S - -'-040 750L-i-0 750S-*I - 0.297 0.297 . 40*0.60W-il-I - . 0.297 0.297. ,'-0*0.70E*I - .$•.' . .' 10.297 ,:O.297,.-, . - .54., -'-040 750Lr-'-O 750L-+0 450W-+H . 0.578 - 0.578 41 - -'0-+0.750L-+0.750S-+0.450W-+l-I . -. ..'. ., 0.297 ' .0.297 . . -• . • . . -'-040 750L-+0 750S-+0 5250E-'-l-1 " 0.297 0297 -'-060D+060W-+060H 0178 0178 4060D-+070E-+060H 0.178.0.178 - 0 Only ,. - 5 . . .- - 0.297 0.297 Lr Only -. 0.375 0.375 - LOnly ' - S :-. :- .- . •- . 1 - • -' -. - . -- .. 4 S Only - - WOnly - 41 . .4 E Only 2 - 1-lOnly. - . .. .'- - c. . .: . -. . . .4- •. -.. ..,-.--.. -. ., ..,. - . .t.+ . -. .• • & -t. 4 . .. -'--,, •- • ' ' .- .1 a,, ,• 45- ,, 4..,.,,, - 4. ,' . . .4 (4 5- - - . • - . - . . . . . , - - - -, : - . , - * . . . . . Chaliman Engineering, Inc 41747 11th Street W, Suite D - Palmdale, CA 93551 (661) 524911 4Jjj II DIII i tjjijJ- Bill@ceiengr.com Project Title: Engineer: Project ID: -: Project Descr: - - Printed: 9MAR 2016, 911AM 16ul;,ffi~e~ 16A Lic. #: KW-06001489 Licensee: CHALLMAN ENGINEERING Description: BM4 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE7710 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 - PrIl '11,500.0 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 - . D(O.14) Lrl0.2) 4x8 - - - .• Span =7.olt P lie _2050d 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) Maximum Bending Stress Ratio = 0.510 1 Maximum Shear Stress Ratio = 0.264: 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 828.21 psi -. fv :Actual ' = - 59.48 psi FB : Allowable = 1,625.00 psi Fv : Allowable = 22500 psi Load Combination +D+Lr4I Load Combination #1 Location of maximum on span - =, 3.500ft Location of maximum on span . = 6.412 ft Span # where maximum occurs = Span # 1 - Span # where maximum occurs = Span # 1 Maximum Deflection - - . Max Downward Transient Deflection - . - 0.058 in Ratio = -1460>=360 . . Max Upward Transient Deflection - 0.000 in Ratio = 0<360 - Max Downward Total Deflection 0.099 in Ratio = .'- 845>=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 Cd C FN - C i Cr Cm C C L M fb Pb V Iv F'v -i-lJ+H 1.300 1.00 1.00 - 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length =7.oft 1 0.298 ' 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 -i-04.-*I - - - 1.300 , 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.0ft I . 0.268 :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 40+Lr+H • 1.300 1.00 - 1.00 - 1.00 . 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft '1 . 0.510 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 1.300 1.00 - 1.00 1.00 1.00 1.00 - 0.00 0.00 0.00 0.00 Length =7.0ft 1 0.233 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 -1040.750Lr-+0,750L4l . - 1.300 1.00 1.00 1.00 1.00 1.00 - - 0.00 0.00 0.00 0.00 Length =7.Oft 1 0.436 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 i-TJ-+0,750L-0,750S4t - -• . - - 1.300 1.00. 1.00. 1.00 1.00 1.00 0.00 - 0.00 0.00 - 0.00 Chaliman Engineering, Inc Project Title - '41747 11th Street W, SuiteD -- - Engineer: Palmdale,, CA 93551 • '. . Project Descr: - (661)524911 U , , I I, I i I jjiJ-' U Billceiengr corn :PrO i Description: -BM4 - - Load Combination ' Max Stress Ratios Moment Values Shear Values Segment Length Span # , M V Cd C FN C Cr Cm C C L M fb F b V Iv F v Length =7.0 ft, 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, 4040 60W*H . ',1.300,1.00 1.00' 1.00 1.0b'. 100 000 000 000 000 Length = 70 ft 1 0.168 0.087 1.60 1 300 100 1 00 1 00 1.00 -1.00 089 34878 208000 042 2505 28800 70E41 1 300 1 00 1 00 100 100 1 00 000 000 000 000 Length =70ft .. 1 0.168 0087 160 1.300 100 100 100 100 100 089 34878 208000 042 2505 28800 +040 750Lr+0 750L-'O 450W+H - .1.300 -1.00 1.00 1.00 1.00 -'1.00 ' 000 000 000 000 Length =70ft 1 0.341 0177 160 1.300 100 100 100 100 100 181 70835 208000 086 5087 28800 +D+0.750L-.0.7505+0.450W.i.J-1 -.- 1.300 1.00 '1.00 _-.1.00 1.00 1.00 , . - . 0.00 ' 0.00 0.00 0.00 - Length=70ft U 0.1613' . ',` 0087 160.1.300 - 100 "'100 100 -100 100 089 34878 208000 042 2505 28800 4040 750L-'O 750S-.0 5250E41 1.300 1.00 1.00 .1.00 , 100 '1.00"'' 000 0.00.000 0.00, Length= 7.oft 'l 0.168 0.087 4' 1.60 1.3004. 1.00'.1.00 1.00 1.00 1.00 ','.0.89. .. 348.78 2080.00. . - ' 0.00 0.42' 25.05 288.00 40.60D+0.60W*0.60H, ''•. -1.3001.00,1.00.1.00 1.00 1.00; ', 0.00 0.00 0.00 "Length7.0ft 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' 40.60D+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 7.0ft 1., .0.101 ,0.052 1,300 1:00 1.00 1.00 0.53 209.27 2080.00 0.25 15.03 288,00, .1.60 •1.00 . Load Combination , Span .+D+Lr'*l -' . •,1 Max Defi Location in Span Load Combination U Max + Defl Location in Span -.'.• ,0.0000 ,. -,0.0994. , 3.526 .. •. . ,•.•. 0.000' RS Load Combination . . ., • ,• -. IT 1 Support notation :Far left is #1 - - 11 ., Values in KIPS Overall MAXimum - . , Support 1 , Support 2 1.209 .1.209 . .. . . . - - -•- .. .: -. Overall MiNimum "0306 . 0.306 - ._' - .t *0+f1 0.509 0.509 - +D+L+H '2 0.509 0509 , +0-11_r-+1-I ' 1 209 -J.209 . -+0+S+H 0.509 0.509 U 4D40.7501-r+0.7501-+H ' 1.034 .1 .034 ' 4040 750L*0 750S*H 0509 0.509 ç l 4040 60W*FI ' 0.509 0.509 *0+070E41 0509 '0509 '- ,.- -• r *0*0750Lr-+0750L*0450W-i4-1 , 1034 1.034 4040 750L-+0 750S+0 450W+l-1 ' 0.509 .,0.509 '- - 40+0 750L'+O 750S0 5250E-4+4 '4 ._ 0509 0.509 40.601)460W+0.601-1 . 0.306 0.306 .. -+0 60D-+0 70E*0 601-I ,. - 0.306 0.306 T D Only - Lr Only •,- , - ' - 0.509 0.509 : . 0700.,. 0.700 •., ' . :- , - . ".' ...' ' - LOnly -' I ', •.,- S Only 4.., ..' • 5 WOnly U 'I • 4 -. e . - • EOnly ' 4 , t•_ "/ 4 H Only A - - ,31 •" $ J 1' U. .' 4, -' 'U • • 4 .. ' -- '-- ... ., 4 - - .•.: 3 .• ,- .-' ,.' .4',,' . . .. 'U... .. .4 ' • •.., . -' - ' U - - • _ - . .. - . ,. . .. ---- - I..' 4 4 4 -% .3 U- 4C i4 a * 0.00 0.41 160.83 1170.00 0.00 0.41 160.83 1300.00 0.00 0.97 380.97 - 1625.00 0.00 0.41 160.83 1495.00 - 0.00 0.83 325.94 1625.00 0.00 0.00 0.00 0.00 0.25 14.75 162.00 0.00 0.00 0.00 0.25 14.75 180.00 0.00 0.00 0.00 0.59 34.95 225.00 0.00 0.00 -0.00 0.25 14.75 207.00 0.00 0.00 0.00 0.51 - 29.90 225.00 0.00 0.00 0.00 -.4 Chailman Engineering, Inc Project Title: r 4l747llth Street W, Suite D - Palmdale, CA 93551 * Engineer: Project Descr: - . : ProiectlD: . . (661)524-0911 - Bill@ceiengr.com Pnnted 9MAR 2016 922AM Lic. #: KW-06001489 Licensee: CHALLMAN ENGINEERING- Description: BM-5 . *rot .,.. - 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 JBC 2012' . Fb - Compr 1,000.0 psi Ebend-xx 1,700.0ks1 Fc - PrlI 1,500.0 psi Eminbend - xx 620.Oksi S Wood Species : Douglas Fir - Larch Fc - Perp . 625.0 psi Wood Grade : No.1 - - Fv 180.0 psi . -Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 675.0 psi Density 31.20pc1 1U 1 Span = - --- 5.0 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= 9.0 ft, (ROOF LOADING) . Maximum Bending Stress Ratio = 0.234 1. Maximum Shear Stress Ratio = • 0.155: 1 Section used for this span - 4x8 Section used for this span 4x8 fb : Actual = 380.97 psi fv : Actual = 34.95 psi FB : Allowable = 1,625.00psi ' Fv: Allowable . = .- 225.00 psi Load Combination . . ++.i4- Load Combination -'-D+Lr+H Location of maximum on span = - 2.500ft 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 0.013 in Ratio = 4452 >=360 Max Upward Transient Deflection 0.000 in Ratio =. 0<360 Max Downward Total Deflection ' - 0.023 in Ratio = 2573>=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 Cd CFN Ci Cr Cm C t CL M fb F'b V fV Fv • 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 It * - 1 0.137 - 0.091 0.90 1.300 1.00 1.00 1.00 1.00 1.00 *D1-I-1 1.300 1.00 1.00 1,00 1.00 1.00 Length =5.0ft 1 0.124 0.082 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 Length =5.oft 1 0.234 0.155 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 = 5.0 ft 1 0.108 0.071 1.15 1.300 1.00 1.00 1.00 1.00 1.00 iO+O,750Lr-i.O,750L41 - . 1.300 1.00 1.00 1.00 1.00 1.00 Length =5.oft 1 0.201 0.133 1.25 1.300 1.00 1.00 .1.00 1.00 1.00 -D0.750L-+0.750S#1 . 1.300 1.00 1.00 1.00 1.00 1.00 .- Chaliman Engineering Inc - Project Title 41747 11th Street W Suite D ??gscr Project ID a mdale, CA .93551 (661) 524-0911 -. Bill@teiengr.com -...JJJ.jLJ.._---" Printed: 9 MAR 2016, 9:22AM 411 I[c1iIi;1I[ .Description: BM-5.: :. .--.--:- , •.- :-- - Load Combination Max Stress Ratios Moment Values Shear Values SegmentLength" Span# M V ''.Cd CFNCi .Cr Cm Ct CL: M- lb Pb ; V. 'fv •F'v., - -- Length =5.Oft- .1 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. '+O+0.60W+l-1 . ' .1.300 1.00 1.00 1.00 1.00 1.00 "- -o.00 : : 0.00 .0.00 0.00. Length =5.oft .1 - 0.077 0.051'"i.60 1.300 1.00 1.00 -dUO 1.00 1.00 0.41' - ,160.83 . 2080.00 0.25 14.75 288.00 40+0 70E-*l , C 1.300 1.00' 1.00 1.00 1.00'- 1.00 000 000 000 000 Length =5.Oft 1. : '0.077 ,'0.051,1.60'1.300 1.00- 1.00 11.00 1.00 1.00 - 0.41. ± 160.83, 2080.00 0.25 , 14.75 288.00 - +D-+0.-750Lr-+0.750L+0.450W41' - , .-,, ', - '1.300 '.'1.00_.' 1.00 1.00 1.00 1.00.- . . . ,' 0.00 '--,o.00 0.00 0.00 Length =5.0ft 1 ' 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 - 29.90 288.00 040.750L+0.7505+0450W41 . ..' . -' .1.300 1.00- 1.00 1.00 - 1.00 1.00 - '0.00 0.00 0.00 0.00 Length ft I -'- 0.077' 0.051 .1.60'j.300 -1.00 1.00 1.00.. 1.00 .1.00 0.41 160.83 '2080.00 0.25i' 14.75 - 288.00 40*0.750L40.7505+Q.5250E41 '- - -- - 1.300 1.00 1.00" 1.00 - 1.00 1.00 - F • -0.00 - 0.00 - 0.00 - -0.00 . Le'ngth=5.oft, - . I . 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 -+0.60D+0.60W-*0.60H •' '. - - - ' '-1.300. - 1.00',:1,1.00 1.00 1.00 1.00 '-- - " 0.00 ' 0.00 0.00 0.00 Len6th=50ft 1 0046 0.031 160 1.300 100 100 100 100 100 025 9650 208000 015 885 28800 - -.0.60D-*0,70E-+0.60H ,, - .- 1.300 C 1.00 , 1.00 .1.00 1.00 "1.00 - - 0.00 - 0.00 0.00 0.00 Length = 5.oft -. -. ,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 Dell Location in Span Load Combination Max + Dell Location in Span +0-*-Lr4l' 1-0.0233-a.'.2.518 - .1 0.0000 .0.000; R=aptiqns ' Support notation Far left is #1 - Values in KIPS Load Combination ' . '' - - - Support 1 Support OverallMA)(imum . -... - - . -a -O.779, 0.779. -.' - ' -. -- -ri ',• - • ' OverallMlNimum 0.197-'.0.197'."'' +041 4 0.329 0.329 404.41 0329 . 0329 +0-tr4l - 0.779 0.779 .n +0+S41 .-. 0.329 .., 0.329 -'0+0 750Lr+0 750L-i-H ,- - 0.666 0666 ±, -'040 750L+0 750S41 - - 0.329 0.329 -'040 60W+H 0.329 0.329 4040 70E-*l ,. 0329 0.329 - 4040.750Lr40.750L40.450W+I-1 - .. . : 0.666. 0.666 '- -'-040 750L-'-O 750S-+0 450 W+H - 0.329 0329 - - 4040.750L40.750S-*0.5250EfH- - - a- 0.329-, - 0.329 -- -'0 60D+0 60W+0 6011 '- 0197 - 0197 4 40 60D-+0 70E+0 6011 - ' " 0.197 - -0 197 DOnly - . ..-..._, 0.329-0.329-. ".,,•'.' -- _ - LrOnly ' , 0450 0.450- L , . - Only S Only ---. n- '- '.. -. •. - -.-.,. -í -- . ,_ ... - - - ,,. WOnly EOnly ... -- ,.. H Only , 1 - • I C - e '- 4 a. S :ç. 4 • ... '--- . n-, . - . - - -- ., ., -- - CE - . • a- .4 -:--.- --- -• - • 4±- - - . -. --a- • ., - .5 - - - . - . - - -' . . . - -. 4 - - - .- -.. - , • a '-a Challman Engineering, Inc Project Title: - 4l747llth Street W, Suite D. Engineer: Project ID: Palmdale, CA 93551 Project Descr: (661)524911 . p Bill@ceiengr.com - Printed: 8MAR 2016, 4:06PM 11111`15W.51111ATITA111,11 -00MEEMEMEM ~_~fflfl 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 - 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 V Ft 2,025.0 psi Density ', 45.050pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling .!iJIt -•I!i(A55l I e. " 4 1 Service loads entered. Load Factors will be applied for calculations. It M.M Beam self weight calculated and added to loads Uniform Load: D = 0.0140, Lr = 0.020 ksf, Tributary Width = 9.20 ft, (ROOFING LOADING) Uniform Load: 0 = 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 2.50 ft, (HOLD-DOWN FROM ABOVE (LINE D)) - Point Load: D = 0.6280, L = 0.4490 k R 11.670 ft. (FROM BM-14) Maximum Bending Stress Ratio = .. 0.699 1 - Maximum Shear Stress Ratio = 0.777 :1 Section used for this span -- - 3.5x22 Section used for this span - . 3.5x22 fb : Actual . 2,027.34 psi. . Iv : Actual = . 225.42 psi FB Allowable - = 2,900.00 psi. .' Fv : Allowable = 290.00 psi . Load Combination -• +D-4+H Load Combination Location of maximum on span = ' 7.708ft , 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 . 0.207 in Ratio = 929 >=360 Max Upward Transient Deflection 0.000 in Ratio = . 0<360 Max Downward Total Deflection . 0.330 in Ratio = - 581 >=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 CFN C Cr Cm C CL M fib - Pb V fV . F'v +D+H ' . - - . 0.00 0.00 0.00 0.00 Length = 16.0 ft - I . - 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 +D+Li4-1 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.699 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-i-Lr+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 0.282 - 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 41747 llthStreet W, Suite D. - Engineer: ... - ' -"- •- . ChallrnanEngineng, Inc " Project Title: - Palmdale, CA 93551 Project Descr (661)524911 ' . ."• .• 0 I I I! I I I I Bill@ceiengr.com Project ID: - t NOW: 8 MAR 2016, 4:06PM W-06001489 . ., Licensee cHALLMAN ENGINEERING IvI'u - ,• %'1 Load Combination Max Stress Ratios . ' , 4 - . . - Moment Values - . - - Shear Values. Segment Length Span #-Mo'-:V.:4.Cd CFN C Cr Cm Ct',CL'M' fb F'b ..V fv F'v 41J+5'+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 0.232 . 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 -'0+0.750Lr40.750L41-I . . .'.- . 1.000 1.00, 1'.00 1.00 1.00 1.00 '' . _ ,0.00 0.00 0.00 0.00 Length =16.oft I 0.524 -..'0.558 125 '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 4lJ40.750L40.750S41 '- 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 -'1J40.60W41 •. S •'• 1.000 1.00 1.00. 1.00 1.001.00 '' - - 0.00 0.00 0.00 , 0.00 ' ' Length = 16.0 ft I ,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 4040.70E+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 -fO-+0.750Lr40.750L40.450W41 , . . 1.000 1.00. 1.00 ' 1.00 1.00 1,00 0.00 ' 0.00 0.00 1 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 40-+0.750L40.7505-f0.450W*I . ' . , 1.000-- .11.00'1.00 1.00 1.00 1.00 . . . ' 0.00 . 0.00 0.00 0.00 ' Length =16.oft 1 0.369 .0.400 1.60 1.000 1.00 71.00 1.00 1.00 1.00 40.30 . 1,712.79 4640.00 9.53 185.72 ' 464.00 . 4040,750L40.750S40.5250E4H - . . 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 ' 90.60D40.60W40.60H- . 1.000 1.00 .1.00 - 1.00 .1.00 1.00. ' . 0.00 0.00 0.00 . 0.00 Length =16.oft -' 1 0.100 0.093 ' 1.60 1.000 1.00 1.00 '1.00 1.00 1.00 ,i0.91 463.71 '4640.00 2.22 43.33 464.00 - 0.60D40,70E-+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 ' 1 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 imum Load Combination Span Max Defi Location in Span Load Combination Max + Defi Location in Span 404.41 ' . , -1 . '0.3303 , ' 7.942 .• .' .• ' 0.0000' , . 0.000 WORM_ MZ Support notation Far left is #1 * Values in KIPS - Load Combination Support 1 Support 2 - - . - , -• - OverallMA)(imurn - ' 13.840 . 11.461 Overall MiNimum -, . . -- . '1.472 .,' 1.472 ' . ' .'• . . ' 40-fl-I 4.369':'4.657''. 13840 11461 +04-Lr4H 5.841 16.129 . 4 • 4.369 4.657 . . ' . -.• , - - ' - . +040,750Lr+0,750L41' * -.' - 12.576 10.864 +D1-07501-40750541 - 11.472 9.760 -, - 4040 60W-fl-I 4.369. 4657 .. +040.70E-i4-I 4.369 4.657 , 4040 750Lr-+0 750L-'O 450W-il-I ' . 12576 10864 ' -'-00 750L-#0 75OSi'O 450 W+H -.11.472 ' 9.760 - - - -+0-+0,750L-+0,750S#0,5250E-+l-I . • ' . . 11.472 ' 9.760 5 • . - . . .- - •. - 7 - - . 40.60D40.60W40.60H ........ - - . 2,621, .2,794 -'0 60D40 70E-'-O 60H - - 2621 2.794 O Only . 4.369 4657 LrOnly - . . :-. - .- - ' 1.472 . .1,472 , '0 - . * - L Only - - - • ' r"- .'- :... - / 9.471 , 6.804 0 - - ,'.. •• - ' . 0 ' • - SOnly -. -. WOnly , - -, 0 ' -. S. '. .' ' -• , . • -' .' - - E Only . • - s • '-,,- - , - - .' '[•' • - ' -- , -. ' , ' - H Only - - ' ,•.- . * • - * - .'- . -. 0 - ,,,. - - '0" , . - • - • ,• -'..'. ,, 5" , ' . . - 5 '0 , 41 • 5- 't *4 -. -..-,"-'-. 0'•' , V_ - - - - i •. • 0 0* I 4 -. p" - " .1.*• --' •i' . • -• .-_ . . - - "•0 '5 I .4. 0 0 1 - 0 ' - '- - - '- ---• . ' . . - '0 - -- •.- - - ', - I - , . ,.4?) - - . . . • .4 -. • '0 -, Chaliman Engineering, Inc - - Project Title: - 41747 11th Street W, Suite D Engineer:, - Project ID:- - Palmdale, CA 93551 Project Descr: (661)524911 - BiIlceiengr corn 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 2,9000 psi E: Modulus of Elasticity Load Combination JBC 2012 .. . - ..- Fb - Compr 2,900.0 psi Ebend-xx 2,200.0ksi Fc - Prll 2,900.0 psi . Eminbend - xx 1,118.19k6i Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL2.2E Fv . 290.0 psi . - 2,025.0 psi Density 45.050pcf oIvI IoUS enterea. Loau ractors will oe appiieo ror calculations. Beam self weight calculated and added to loads - . . . Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width = 6.0 ft, (DECK LOADING) Uniform Load: D = 0.0480, Tributary Width = 1.0 ft, (PARAPET) .- Point Load: D = 0.6280, L = 0.4490 k 11.580 It, (FROM BM-14) tDES!GMSUMMARV Maximum Bending Stress Ratio = S 0.5251 Maximum Shear Stress Ratio = 0.392: 1 Section used for this span ,. 3.5x16.0 Section used for this span 3.5x16.0 fb:Actual = 1,523.78p5i fv:Actual - 113.61 psi FB : Allowable . = 2,900.00 psi Fv : Allowable = 290.00 psi Load Combination . . 0+L#1 . Load Combination - +D+L+I-I Location of maximum on span . = - 8.584ft Location of maximum on span = 14.715 ft Span # where maximum occurs = . Span # I . Span # where maximum occurs = Span # 1 Maximum Deflection . Max Downward Transient Deflection 0.222 i. Ratio =' .864 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 - Max Downward Total Deflectior - 0.336 in Ratio = 571 >=180 Max Upward Total Deflection .. 0.000 in Ratio = 0<180 S. . . . . Load Combinaon , 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 -1-0-1+1 . . . S . 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.199 0.154 0.90 1.000 1.00 1.00 1.00 1.00 11.00 6.46 519.21 2610.00 1.50 40.15 261.00 +04-+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 0.525 0.392.. 1.00 1.000 1.00 1.00 1.00 1.00 1.00 18.96 1,523.78 2900.00 ' 4.24 113.61 290.00, 40-fir-I-I-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 1 0.143 0.111 1.25 1.000 1.00r 1.00 1.00 . 1.00 1.00 6.46 519.21 3625.00 1.50 40.15 362.50 .0+S+H - 1.000 1.00 -1.00 1.00 1.00 HOD . 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.156 0.120 1.15 1.000 1.00 - 1.00 1.00 1.00 1.00 6.46 519.21 3335.00 1.50 40.15 333.50 +D-+0.750Lr-+0.750L#1 ': - 1.000 1.00 1.00 1.00 1.00 1.00 - 0.00 - 0.00 - 0.00 0.00 Challman Engineering, Inc 41747 11th Street W, Suite D Project Title: Engineer: Project ID: Z7 Palmdale, CA 93551 Project Descr: I (661)524911 Bill@ceiengr.com -LJJ.LIJ.JLJJ_. - . Printed: BMAR 2016, 411PM Description : BM-7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN Ci Cr Cm C t C L M lb F'b V fv F'v Length =16.oft 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 +040.750L+0.750S4FI 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-'4- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.0.0 0.00 Length =16.oft 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 +040.70E+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 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 4D+0.750Lr40.750L40.450W41 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 0.274 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 40*0.750L*0.750540.450W4H . 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 0.274 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 +D-.0.750L40,750S+0,5250E41 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 -0.60D'0.60W+0.60H . . 1.000 1.00 1.00 1.00 1.00 1.00 0.00- 0.00 0.00 0.00 Length =16.oft 1 - 0.067 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 40.60D+0.70E40.60H - 5 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length =16.Oft 1 0.067 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 ffil 72 L, J Load Combination Span Max. Defi Location in Span Load Combination Max. -i- Defi . Location in Span +1Ji4-*I 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 904H S . 1.418 1.699 -+1J4..H . . 4.422 . 4.904 - *D+Lr+H . 1.418 1.699 - S -i1J+S4I 1:418 1.699 +040.750Lr40.750L41 - 3.671 . 4.102 -i-Q40,750L40,7505-i-J-1 3.671 - 4.102 5 #D'4-0.60W4H 1.418 1.699 * 4-040.70E+I-t , - 1.418 1.699 +O-,0.750Lr-+0.750L40.450W'*l 3.671 4.102 O-I0.750L40.750S-*0.450W*l 3.671 4.102 - *0+O,750L+0.7505+0,5250E+J-I t 3.671 4.102 - 40.60D-+0.60W+0.601-1 - 0.851 1.019 +0.60D40.70E'+0.60H . 0.851 1.019 D Only - . 1.418 1.699 . S LrOnly . L Only 3.004 3.205 - SOnly - .5 WOnly S - '• S - S - - EOnIy HOnly S Chailman Engineering, Inc . 41747 11th Street W, Suite D Palmdale, CA 93551 -0911 v (661)524 '&uu JJL!JJLLLt-> Bill @9 Project Title: Engineer: - . Project ID: Project Descr: - Printed: 8MAR 2016, 4:13PM Description: BM-8 P ff- 10 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 IBC 2012 . . Fb - Compr . 2,400.0 psi Ebend- 1,800.0 ksi Fc - Pril , 2,500.0 psi Eminbend - xx 914.88ksi Wood 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 45.050pcf 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 . Uniform Load: 0 = 0.0150, L = 0.040 ksf, Tributary Width = 15.166 ft, (2ND FLOOR LOADlNG) - IGNFSMMA'RY Maximum Bending Stress Ratio = 0.8121 Maximum Shear Stress Ratio = - 0.744:1 Section used for this span 3.5x9.5 . Section used for this span 3.5x9.5 fb : Actual = . 1,949.07 psi . fv : Actual = .: 141.41 psi FB : Allowable = . 2,400.00psV Fv : Allowable , = 190.00 psi Load Combination +D+1+H Load Combination r ' 4+H Location of maximum on span . = . . 4.500ft - . Location of maximum on span = 8.212 ft . Span # where maximum occurs = Span # I 'Span # where maximum occurs = Span # 1 Maximum Deflection - . - . . Max Downward Transient Deflection 0.200 in Ratio = 539 >=330 Max Upward Transient Deflection • 0.000 in Ratio = - 0<360 Max Downward Total Deflection 0.279 in Ratio = '387>=180 * . Max Upward Total Deflection , 0.000 in eRatio= 0<180 * - -• . - Load Combination Segment Length +0+H Length = 9.0 ft +0+L*H Length = 9.0 ft 4O4Lr4H Length = 9.0 ft Length = 9.0 ft 40+0.750Lr+0.750L+H Length = 9.0 ft +0+0.750L-,0.75054H Moment Values Shear Values M fb -Pb V ., F'v 0.00 0.00 0.00 0.00 2.41 . -549.03 2160.00 0.88 39.83 171.00- 0.00 - 0.00 0.00 - 0.00 8.55 1949.07 2400.00 - 3.13 141.41 190.00 0.00 0.00 0.00 0.00 2.41 549.03 3000.00 0.88 39.83 237.50 0.00 0.00 0.00 0.00 2.41 549.03 2760.00 --' 0.88 39.83 218.50 - 0.00 - 0.00 0.00 0.00 7.02 1599.06 3000.00 2.57 116.02 237.50 0.00 0.00 0.00 0.00 Max Stress Ratios' Span# M V. C CFN C Cr Cm C CL 1 0.254 0.233 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1 1.00 1.00 1.00 1.00 1.00 1 0.812 0.744 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1 0.183- 0.168 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.000 - 1.00 - 1.00 1.00 - 1.00 1.00 1 .0.199 0.182 1.15 1.000 1.00 1.00 1.00 . 1.00 1.00 1.000 1.00 1.00 . 1.00 1.00 1.00 0.533 0.488 1.25 1.000 '1.00 1.00 1.00. 1.00 1.00 1.000 1.00 1.00 .1.00 1.00 1.00 Chaliman Engineering, Inc Project Title 41747 11th Street W,Suite Engineer:'ProlectiD .- 1PaIdalCA 9355t Project Descr: .(661)524911 •' .. •' 'S&*j1Jl Il Bill@ceiengr.com Printed: 8 N 2016, 4:13PM Description : BM-8 ., . . . . .. .' ,' • F . _' • . -' . ,.... .. .- -. 4 .. - __4• Load Combination Max Stress Ratios ' . .- Moment Values Shear Values Segment Length . Span# M . V Cd. CFN. C.i C Cm 'Ct CL 'M-. '. fb . F'b; . V fv . F'v - Length =9.oft - I :. 0.579 .. 0.531 1.15 .1.000 1.00 1.00 1.00- 1.00. 1-00-." .00 7.02 1599.06 2760.00 ' 2.57 .116.02 218.50 -+D-+0.60W-*4-l. ;• . . '1.000 .1.00 1.00 1.00: '1.00 1.00 - ' 0.00 0.00 '0.00 0.00 Length = 9.oft. , I . 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 +040.70E41 . •", - ,•.'- -. . 1.000 - '1.00 1.00 1.00y1.00' 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 4040750075010450W4t . * ,' 1.000 1.00" 1.00 4- 1.00 1.00 1.00 -, ,. . 0.00 0.00 0.00 0.00 - Length =9.o ft, . I 0.416 - 0.382 1.60 1.000, 1.00 11.00 .1.00 1.00''1.00 1- 7.02 1,599.06 - 3840.00 2.57 116.02 304.00 4040 750L-+0 750S-+0 450W+H " '1.000 1.00 1.00 1.00 1.00 ;.1.00 - 000 000 000 ' 000 Length=9.oft 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 -, 40-+0.750L-+0.750S40.5250E41' - , 1.000, -'01.00, 1.00 1.00 1.00 1.00 . . - 0.00 0.00 0.00 0.00 Length=9.oft .' 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 -'0 60D-+0 60W+0 60H " 1.000 1.00 1.00 1,00 1.00- 1.00. • 000 000 000 000 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 -'0.60D-+0.70E40.60H , . . 1.000 ' 1.00; 1.00 '100 1.001.00. .. 0.00 0.00 0.00 0.00 - Length = 9.0 ft --. 1 0.086 0.079 - 1.60 f 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 + Defi Location in Span ..#01_+H ' -1--,0.2786. - 4.533.' ,.-. . . 0.0000-,-.0.000,. Support notation Far left is #1 Values in KIPS " Load Combination - ' ' . .. Support 1. 'Support 2 Overall MAXimum . ,. . 3.800 3.800 ,, -. . . - '' ,,, ., . . •. Overall MiNimum ' 0.642 0642 4 , - 1.071' ' 1.071 . . -- . - . - • 04.+H .,. 3.800 3.800 ' I. 1071 1071 • .- " 1 071 1.071 4040750Lr40750L41 3.118.3.118 -'040 750L-'0 750S+4-1 3.118 3.118 404060W4F1 1.071 1.071 F -'-040 70E-'-H + 11.071 1.071 '. - - 40-'0.750Lr-f0.750L40.450W+H - - 3.118 3.118 +D0.750L-'0.750S0.450W+H ;. . .aii . +040.750L+0.750S-'0.5250E+H • 3.118 '- 3.118 ' . .. - ' , F- • S 4 ' , . -, .-'0.60D-'0.60W-'0.60H -: -',0.642.0.642,.'" -'" S.'.. . • • - -+0.60D40.70E-'-0.60R • '- 0.642 '0.642 '-'. . . - - :, .' 0 Only. -, 1.071 1.071 • - LrOnly L Only - - '. - .2.730 - 2.730 . ' ', , , _. - . . - .. .• • -. SOnly .' 3.. , ,•. - • .. .' -. - • .. . ' WOnly 0 E Only -. F HOnly ". ' '- . - . . 4 . -- * 4 'f - . 4 4 . - . I • . • - ,: * • , . -fl .* -. 3 , ' • • .4 . . , -. -. - 1' . -, *... .• 7 0 •_','' ,• .4,_ ,. .. . • o ' r . - ,, 'F . - ' ' • • t . '•' ,' • 4 \'4 • '• ' , Ø , F..,*' •• * , - 4 .. . . , - . .' - ' - • - .4' .' . '- . ... - - -- ' .4 -' '- .-. . - - . - " : - ,. - 4 - • - - ,, . ,_ ' = a - - - - . ' ' - 'II ' , * ,,_ I ' '' . .' ._4 r .." . ..- • . - ..'''..'t. 'F .' .,, • ' F - - - • • ,, 4 •_ ,i_. . • - -S I- - * " - .4 ' I •' .- ,' . _' - . •,,•, 4 - . .*1_ ,. • . ,, - - - ' '. i' ' ' ' - '. 4 •.' - . . ' - . '..' ' . - . Chailman Engineering Inc Project Title: - * 41747 11th Street W, Suite D Engineer: Project ID: Palmdale CA 93551 Project Descr .. v (661)524-0911 I I I LJ..lJ- Billceiengr. corn 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 1,700.0ksi - Fc - Prll 1,500.0 psi Eminbend - xx 620.0ks1 Wood Species : Douglas Fir - Larch . - Fc -Perp 625.0 psi Wood Grade :No1 . Fv ' 180.0 psi - . Ft 675.0 psi Density -. - 3120pc1 Beam Bracing : Beam is Fully Braced against lateral-torsional buckling -. Service loads entered. Load Factos 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 = 0.5471 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 , 1,625.00psi . Fv:Allowable = - 225.00 psi Load Combination +D+Lr+H - Load Combination - +D+Lr+H Location of maximum on span = .6.500ft 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 - - * 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 Fb V fv Fv -10+H - . - 0.00 0.00 0.00 0.00 Length = 13.0 ft - I - 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 +04L4H - 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 - - 1.300 . 1.00 :1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.oft. 1 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 +D+S-i-j-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 0.263 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 40+0.750Lr-+0.750L-iH . . 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 0.471 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 +D+0.750L-+0,750S+l-1 - 1.300 1.00 1.00 .1.00 1.00 1.00 - . 0.00 0.00 0.00 0.00 ChaUrnanEngineeng, Inc - ' Project Title: 4174711th Street W, Suite En9ineer:. " - Pro ectID: Palmdale, CA93551. .. ProjectDescr: (661)524-0911 - 11111 I 1: Bill@ceiengr.com . __ __ L-11 CR19813 016S 1_64~ C 34 Description BM -9 4 Load Combination Max Stress Ratios- -' - - - - - . . Moment Values . Shear Values Segment Length Span# M V Cd C EN C1 Cr' Cm' t Cj - M . " fb Pb . V * fv . . Pv Length = 13.0 It 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' - -i.300.-1.00'1.00 1.00 1.001.00.. .' • 0.00- '-0.00 0.00 0.003 Length =13.oft ' 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-0.70E41-1 '' , . -- -, 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 -4.16.65 288.00 +D-0.750Lr+0.750L+0.450W-+4-1 14,. 1.300 1.00i 1.00 A.00' 1.00 1.00 " . 0.00 0.00 0.00 0.00 Length= 13.0 ft I 0368. 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 +D-0.750L40.750S40.450W4I .. ' •, 1.300 1.00 1.00 1.00 1.00 1,00 -. ' , , 0.00 0.00 0.00 0.00 , Length =13.oft 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 -'-O40.750L+0.750S-0.5250E'I-1 . 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 -'0.60D-+0.60W-+0.60N. - , . . 1.300. 1.00 1.00 1.00 1.00 41.00 . ' 0.00 0.00 . 40.00 0.00 Length =13.oft .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 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 = 13.0 ft 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. . .'• - . . •• Load Combination ' Span Max. '-° Defi- Location in Span ., Load Combination .. - : Max. Defi Location in Span +D+Lr'*l - . .1 . 0.3677 . '6.547 -' ' - - - . • 0.0000 . 0.000 1 Support notation Far left is #1 Values in KIPS ' Load Combination Support 1 Support 2 Overall MAXimum - . . . 0.699 . 0.699 1 " - . . -, -. ' . 4. Oerall MiNimum • - . 0.185 .0.185 . .4.r341 .. t•'_ .0.309 0.309 1 0.309 0.309 -+O4I4I ' 0.699 0.699 404-SI-H " • 0.309 0.309 I'1J-i0.750Lr+0.750L-*l .. . 0.601 0.601 -i0'0 750L'+O 750S#1 - 0309 009.3 4040 60W-i-H .0.309 0309 +D0.70E+H 0.309 0.309 , ' . •, - ' - ,: +D47501-k.7501-445 OW+H '- 0.601 0.601,'-4. 'i-0-i0.750L-'0.7505-*0.450W4- -' 0.309 A.309 -i-0-+0.750L-+0.750S-i-0.5250E-i-I-I , '.' 0.309 . 0.309 '. . • - , - , . '•-. -+0.60D-'0.60W0.60H -.. .• ' -0.185 0.185 -.--' . . . . . . .--•.-- 4 .. ,'- -•: . ',• -'-0 60D40 70E-+0 60H 0.185 0185 0 Only , 0.309 '.0309 - Lr Only •. - 4. , . . . • 0.390 . 0.390 L Only SOnly W Only, EOnly . ; . - :.' ' .' .' . , . . - . - HOnly - .% . . . -, ., - •,,, e%*. ' ' • - -4- , . - • - 4 . 1 * ' ' •- - '-- . ,- .1 . -- ••, ,,' ,, 1 . . , . . -' . - - I •,, 4. -4.- 344. -, - ., . *-•-- -4..--'., 4 .4 .- .- - . .4- -. ' -, -•''.'- .4*.. .- _.4,, •,, .4 ' --- '' - , * ,: - . . ' 4. '7, .4 1 - " . 4 .- - t•,, 4 . * -•. •- 4-. ,- . - i-.4 4 4 ., 4 I. - 4-4 -• -- . . . - .4 ''•- _4'_• - •,. - ,- . -• -4 . . - . 1 - ----. * * --. '- - - •.. •-• .. . - 4..'' , '- -' '-' ' -' . -• . 4. . 0.407 :1 4x10 91.67 psi 225.00 psi '+D+Lr4 .7.241 ft . Span #1 4 41747 11th Street W, Suite D Engineer: - -• Palmdale, CA 93551 Project Descr: .- . .. Chailman Engineering, Inc Project Title: .! (661),624-09111 i 1jjJ.1i Bill@ceiengr.com Project ID: Q Description: BM-10 Vaft Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 . . . S. Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design ' Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination I BC 2012 Fb - Compr 1,000.0 psi. Ebend- xx 1,700.0 ksi - - . Fc - Prll 1,500.0 psi Eminbend - xx 620.Oksi 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 S V - V D +O.O975) L.fO.26) S DO.042i I4O.O8 .'. .S.1 • 1. ? . 4.10 -. •' Spn8.0ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D =0.0140, L = 0.020 ksf, Tributary Width = 3.0 ft. (ROOF LOADING) - Uniform Load: D' 0.0150, Lr = 0.040 ksf, Tributary Width .= 6.50 ft. (FLOOR LOADING) Uniform Load: D =0.1440, Tributary Width = 1.0 ft. (WALL-LOADING) . . :-DE-SJGN,SUMMAR.y 0.783 1 Maximum Shear Stress Ratio , = 4x10 - Section used for this span 1,174.27p5i fv:Actual = 1,500.00 psi - . , Fv : Allowable = Load Combination 5 4.000ft Location of maximum on span . = Span #1 • Span #where maximum occurs . = 0.076 in Ratio =. 1270>=360 0.000 in Ratio = - 0<360 . 0.144 in Ratio = . 665>=180 ' 0.000 in Ratio= 0<180 Maximum Bending Streth 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 .5. Load Combination Max Stress Ratios s' Moment Values . Shear Values Segment Length Span# M V C C FN. Ci Cr Cm C CL M lb. Pb V fv F'v +JJ+H . 0.00 0.00 0.00 0.00 Length =8.0ft 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 43.62 162.00 #O+L+I-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 0.466 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 4D4Lr'-fl . . .1.200 1.00 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length =8.0ft 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 22500 - 5 5 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 +O40.750Lr,0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 , . Cha!lman Engineering, Inc . ,. Project Title: 41747 11th Street W, Suite D , 2: .. Engineer: Palmdale CA 93551 Project Descr 1 (661)524911 . . I JJ_ji_ Bill@ceienqr.com Pdnted: 8 MAR 2016, 3:41 PM 11i . ! lt'. I 41Ii'o •' A,A2ZJ tcj.0 +V 4 J. Lic. #: KW-06001489 . . . Licensee: CHALLMAN ENGINEERING - . Uescnption:, M-1U'. .. s '_'', .'_•'-_t,,'_. • -•.'•.•p , . •)', ,..•.. -. 4 'I '' - .a . Load Combination'. ,. . Max Stress Ratios - " -:- * .. - -'- .,1 ' Moment Valuei .' t Sheaf Values• Seg'ient Length .Span#. M V' 'Cd cFN'Ci Cr Cm'.Ct CL 'M ,fb Pb' V. f' Pv' ' Length 8.0 ft 1 , -*0.680 ". 0.354 ', 1.25 1-1.200,, 1.00 1.00 1.00 1.00 .1.00 4.24 -.1,020.39 1500.00 , 1.72 79.66i 225.00 '+0'+0.750L+0.750S+fl . -. •. •.' - 1.200 1.00 1.00 1,00,,. 1.00 1.00 '-' 000' • 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 'jl38O.00 . 0.94 43.62 207.00 -+0+0 60W-i-H .," 1 200 100 1 00 1 00 1 00 1 00 000 -0.00 000 000 -Length 8.0 it 1'i 0.291. . 0.151 1.60 1.200 1.00' .00 ' 14"1 1.00 : 1.00 1.00 2.32 558.78 ' 1920.00 0.94 43.62 288.00 . . . +1)470E4l ' - :• 1.200 . 1.00 1.00 100 1.00 1.00 • . . :' 0.00 0.00 0.00 , ,- . .0.00. . Lèngth"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 +0'+0.750Lr+0.750L--0.450W-*I c..' ' ' 1.200 i.00 'i,1.00 1.00 1.00 1.00 ' . . 0.00. 0.00 - 0.00 . . 0.00 Length=8.oft - I ,' 0.531. ;0.277 1.60 1.200 ' 1.00 1.00 1.00 1.00' 1.00 4.24 - 11020.39 1920.00 - 1.72 79.66 288.00' +040 750L'+O 750S-+0 450W-i-H - 1.200 1.00 'J.00 'J.00 1.00 1.00 '. / 000 000 000 000 Length =8.oft -- I . 0.291 0.151 1.60 1.200 1.00' 1.00 .1.00 al.00 1.00 ' 2.32 - .558.78 1920.00 -0.94 ' 43.62 288.00 '+0+0.750L-+0.750S'+0.5250E+l-1 • . 1.200- 1.00 -.1.00 1.00 • 1.00 1.00 . . ' 0.00 0.00 0.00 - 0.00 Len gth=80ft 1.. . 0.291 0.151 160 1200 1.00,100 100 1.00,100 232 55878 192000 094 4362 28800 40 60D-+0 60W-+0 60H ' 1 200 100 100 J.60 1.00' 1.00 - - 0.00,000 000 000 Length =8.0ft . 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 40,60D'+0,70E-+0,60H ' . ' • . -- ' ,. - - 1.200 ' 1.00- 1.00, 1.00 1.00' 1.00 . -- s... 0.00 - 0.00 '0.00 0.00 Length =8.oft I ' . 0.175 0.091' 1.60 1.200 -1.00 - 1.00, 1.00' 1.001 '1.00 - 1.39' ' 335.27 192,0.00 0.56 26.17 '288.00 S , . 1 '. . '': ' .• i. Load Combination Span Max Defi Location ri Span Load Combination Max + Defi Location in Span 1 ' 0.1442 . ., . - .4,029 - , , - , :--. . 0.0000., 0.000' Support notation Far left is #1 "Values in KIPS Load Combination t' 'Support 1 Support 2 Overall MAXimum . .- • ' .. 2.442 2.442 . - ., - - - - - . .. - . Overall MiNimum . . ' . . -0.697 -'-0.697 - -.- • . - -. . - . ').162 1.162 1162.1.162 1 - ' 2.442 2.442 +D+S+H " - 1.162 1.162-p ' 4040 750Lr-'-O 750L'+H 2.122 2.122 -+040 750L'+O 7505+1-I . 1162 1.162 " * 60W-i-I-I , 1.162 1162 -, "-0'+070E-i4-I ' 1162 1.162 ., ..' . '4-0+0 750Lr-+0 750L-+0 450W+H " -2.122 2.122 +040 750L-+0 750S'+O 450W-i-Fl - 1.162 1162 '+0'+0750L'+0750S'+05250E+H , .1162 1162 ,, .' I - - . - 40 60D'+O 60W+0 60H 0697 0.697, 4 ' • '+0 60D-+0 70E+0 60H * 0697 0.697 ,- D Only - . ,' , ,• 1162 "1.162 : - • '' ' Lr Only • 1.280. .1 .280 LOnly -- '' .• - - .• - S Only ' W Only H Only - 'E Only " Sc - 4 - a- a,, .* - ,. - .- '. 4•___ - .4 ' . - .1 , ' _. -. ,-• -. -' . -. - '.•-.-. - - - . - • I : - • - - 4S - ' , * a- - - - - -. . ' - , #• . - - 1 I -.:_'''- ,_-'; .* , - . - ,.. . -*•,.•• - ''-._' -•.. '' '. •• I. - ,,, I a as, * - .t- a' 4 ,. "., .. . ,, I-'. •.4 , - 'I -.,.. ,' .1. - -' •, , -. .- • - - . -- ,• -- . a • - - - .•, - - . - - 'i4 ' - - - . 2- • '. , ' a. .. '4. - ' .' - ) I . ' . - - I '4 - . - . '( -*••_ - -• - - - 4 41747 11th Street W, Suite D Engineer: Project ID: ) Palmdale, CA 93551 Project Descr: Chailman Engineering, Inc Project Title: -- ...... . i (661) 524911 I I J Bill@ceiengr.com Printed: 31 MAR 2016, 4:16PM Ilo:\cEl\.PRoJE1\20I5\15-4821\OOcS\CALcUL'1\15-482-1.EC6 VVoodBeam - " :.ENE RCA Lc 1NCJ983 2016 BuiId616330 V616330 Description : GM-li :EEEES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 0 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 - 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(0.035) Lr(O.05) L(0.15) : :. .•. A. .: . 3.5x11.875 Span= 16.0 ft AipIied..Lc:ads:I 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, L = 0.060 ksf, Tributary Width = 2.50 ft, (ROOF LOADING) DESIGN SUMMARY. 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 0.4031 Maximum Shear Stress Ratio 3.5x11.875 Section used for this span 1,169.83psi fv :Actual 2,900.00 psi Fv : Allowable +lJ+L+H Load Combination 9.000ft Location of maximum on span Span # 1 . . Span # where maximum occurs 0.332 in Ratio= 651 >=360 0.000 in Ratio= 0<360 0.438 in Ratio= 493>=180 0.000 in Ratio= 0<180 = 0.197:1 3.5x11.875 = 57.27 psi = 290.00 psi +D+L+H = 17.015 ft = . Span #1 Maxuriiiim Forces & Stresses for Load Combinatin Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C C L M lb Fb V fv F'v 40+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 0.109 0.053 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.94 283.61 2610.00 0.38 13.88 261.00 +041_4H 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 0.403 0.197 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.02 1,169.83 2900.00 1.59 57.27 290.00 40+Lr+I-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 0.160 0.078 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.97 579.02 3625.00 0.79 28.35 362.50 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 0.085 0.042 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.94 283.61 3335.00 0.38 13.88 333.50 4040.750Lr40.750L*l 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 0.323 0.158 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.02 • 1,169.83 3625.00 1.59 57.27 362.50 4040.750L40.750S-,H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Chailman Engineering, Inc 'Project Title: 41747 11th Street W, Suite D Engineer: Palmdale, CA 93551 Project Descr: ...1 jY (661)524-0911 u- .0 Bill@ceiengr.com Wood Beam Description : - BM-11 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 Pb V Iv Fv Lengthr 18.0 ft 1 0.284 0.139 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.50 948.28 3335.00 1.29 46.43 333.50 +O*0.60W+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 0.061 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.94 283.61 '4640.00 0.38 13.88 464.00 +J+0.70E41 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 0.061 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.94 283.61 4640.00 0.38 13.88 464.00 +D,0.750Lr40.750L+0.450W41-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 0.252 0.123 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.02 1,169.83 4640.00 1.59 57.27 464.00 40+0.750L.0.750S+0.450W41 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 0.204 0.100 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.50 948.28 4640.00 1.29 46.43 464.00 s040.750L40.750S#0.5250E41 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 0.204 0.100 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.50 948.28 4640.00 1.29 46.43 464.00 +0.60D+0.60W+0.60H 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 0.037 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.17 170.16 4640.00 0.23 8.33 464.00 s0.60D*0.70E0.60H - 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' , 0.037 0.018 1.60 , 1.000 1.00 1.00 1.00 1.00 1.00 1.17 170.16 4640.00 0.23 8.33 464.00 OveraII Maximum Deflections Load Combination Span Max. '-' Defi Location in Span Load Combination Max. '+' Dell Location in Span 4Ol-0.750Lr40.750L40.450W+H 1 0.4378 .- 9.066 , 0.0000 0.000 VerticI Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.782 1.782 Overall MiNimum 0.259 0.259 40+H 0.432 0.432 .O-+L4H 1.782 1.782 0.882 0.882 0.432 0.432 40-.0.750Lr40.750L-41 1.782 1.782 +D-4.0.750L-+0.750S41 1.445 1.445 i1J+0.60W41 . 0.432 0.432 . - -0.70E+l-1 0.432 0.432 +D+0.750Lr40.750L40.450W41 1.782 1.782 +D40.750L*0.7505-+0.450W-*I 1.445 1.445 +D+0.750L40.750S40.5250E+I-I . 1.445 1.445 -+0.60040.60W40.60H . 0.259 0.259' +0.60D*0.70E-.0.60H ' ' 0.259 0.259 D Only . 0.432 0.432 Lr Only ' 0.450 0.450 L Only . 1.350 1.350 SOnly WOnly . EOnly HOnly . . Project lb: Pcinted: 31 MAR 2016. 4:16PM Chailman Engineering, Inc1 41747 11th Street W, Suite Palmdale, CA 93551 -.-... . . (661)524911 Billceiengrcom Project Title: Engineer:' prolectiD: . , Project Descr. . . . . -5(p) Description: BM-12 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 710 Load Cohibination 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 620.0ksi 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 if 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 It, (ROOF LOADING) * ' Uniform Load: D = 0.1440, Tributary Width = 1.0 It, (WALL LOADING) . . Uniform Load: 0 = 0.0150, L = 0.040 ksf, Tributary Width ='1.330 It, (FLOOR LOADING) -. . Maximum Bending Stress Ratio = . 0.3321 Maximum Shear Stress Ratio . = Section used for this span . 4x8 , Section used for this span fb : Actual = 539.91 psi . Iv : Actual = - FB : Allowable = . 1,625.00 psi , Fv : Allowable . = Load Combination - . +j-i-I.j+H . Load Combination Location of maximum on span = 2.500ft Location of maximum on span, Span # where maximum occurs = ' ' Span # I Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection - 0.012 in Ratio = 5009 >=360 - Max Upward Transient Deflection . ". 0.000 in Ratio = ,0 <360 Max Downward Total Deflection . . 0.033 in Ratio= 1815=180 . . . Max Upward Total Deflection . 0.000 in Ratio = . 0<180 0.220 : I 4x8 49.52 psi 225.00 psi +0r+H 0.000 ft Span#1 , - Load Combination Max Stress Ratios - . Moment Values Shear Values Qn*n4f F.4 'i ('a r, _ ('. ('. 1' I'. 'P. . +041 s - . ' .. . 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 40+L#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 0.315 ' 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 +0'+Lr4l - - 1.300 1.00 1.00 1.00 1.'00 1.00 . 0.00 0.00' 0.00 0.00 Length =5.0ft - 1 0.332 0.220 . 1.25 1.300 1.001.00.' 1.00 1.00 1.00 1.38 539.91 1625.00 0.84 49.52 225.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0ft 1 0.230 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 40-0.750Lr+0.750L-*I .. . 1.300 1.00 1,00 1.00 1.00 1.00 - . . 0.00 . 0.00 0.00 - 0.00 a - Chaliman Engineering, Inc -. . Project Title:. 41747 11th Street W, Suite D - Engineer:, 2 - Palmdale CA 93551 , Project Descr -- ... - -...-.. (661)524911 •' ., .. . . -.- ., . Bill@ceiengrcom ProiectlD Pdnted: 8 MAR 2016. 3:42PM Description: BM-12 4, .5 4 ' Load Combination Max Stress Ratios .. ,, Moment Values Shear Values Segment Length Span M V Cd 'CFN C1 Cr Cm C CL M fb Pb V fv Fv Length =5.0ft I 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 +0+0.750L+0.750S+H 1.300 1.00 1.00. 1.00 1.00 .1.00 ç 0.00 0.00 0.00 0.00 Length =50ft I . 0.263 0174 115 1.300 100 100 100 100 100 rloo 393.02.149500 061 3605 20700 +D+0 60W+H , 1.300 1.00' 1.00 1.00 1.00 100 000 000 000 000 Length '=5.0ft4 , 1 0.165-. 0.110 1.60 1.300 ' 1.00 1.00 -.,1.00..a 1.00 , 1.00 0.88 '. 344.22. 2080.00 0.53 31.57 288.00 -4-0-+0.70E41 ' : . ' ' 1.300 . 1.00 1.00 v.1.00 1.00 1.00 . '. 0.00 0.00 ' 0.00 0.00 Length =5.oft I ' 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 - ' -+0+0.750Lr+0.750L-+0.450W+H . . .1.300 1.00 1.00 ,. 1.00 .A1.00 1.00 - ' 0.00 "S 0.00 0.00 - 0.00 Length =5.0 ft - '1 . 0.260 0.172 1.60 1.300 1.00 1.00. 1.00 ,1.00.. 100" ' 1.38 - 539.78 2080.00 ' 0.84 49.51 288.00 -+0-+0.750L+0.750S+0.450W'+H ' ' ' - 1.300 1.00 .1.00 1.00 1.00 1.00 " A , 0.00 0.00 0.00 . 0.00 Length =5.oft I . 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 40+0 750L+0 7505+0 5250E-*t 1.300 1.00 100 1.00 1.00 '1.00 000 000 000 000 Length=5.oft - I . 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. 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 =5.0ft ' 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 +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 =50ft 1 0099 0066 160 1.300 100 100 100 100 100 053 20653 208000 .. 032 1894 28800 Load Combination Span . Max Deft Location in Span Load Combination Max + Deft Location in Span +0-+4j*I . 1' "2.518 a ' , .aO.0000 ,. 0.000 Support notation Far left is #1 Values in KIPS Load Combination . Support 1 'Support 2 OveraliMAXimum . - ': 1.104 1.104 ' Overall MiNimum .. 0.133 0.133 40+F1 . , ' ' ' . , - . 0.704 - 0.704 +0+1+1-I . ' 0.837 0.837 1.104 1104 -+0+S+H I .. 0.704 0.704 40-+0750Lr+0750L41 1 1.103 1.103 - . 4040 750L+0 750S*I ' 0.803 0.803 +0+0.60W-i-i-I .. , - . 0.704 ' , 0.704 +0+0 70E-'-H • 0.704 0704 ç 40+0750Lr+0750L+0450W-i.1-I 1.103 1.103 4040 750L+0 750S-.0 450W-'+I 0.803 0803 -.040 750L-.0 750S+0 5250E-*I 0803 0803 -'0 60D+0 60W-'O 60H 0.422 0.422 - - 40 60D-+0 70E-.0 60H 10.422 ,i 0422 DOnly'.5;- ., -'-.• 0.704 0.704 -.. .• ''.;,,•., .5 LrOnly, 'S" 0.400 .. 0.400 LOnly ... 0.133'0i33 . ',- ' ,,'..-';-'• 5 SOnly a * WOnly . '•- '.- EOnly . - -.} :,-. ' - . . •. •.,- - -, ,. , , , H Only - .,,,, 'S - a 4 A a I - I- - -,., ' - .5-- ,. • .. . , . -•. a - • - . •l•4 , - .1-' ' ,. . - 41747 11th Street W, Suite D Engineer: Challman Engineering, Inc Project Title: - Palmdale, CA 93551 .. '" Project Descr: (661) 524-0911 111 .ii7 .. . BilIceiengr.com 'ProectlD:,. ' it _ic. #: KW-06001489 - - Licensee: CHALLMAN ENGINEERINC 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-Pril 1,500.0ps1 - Eminbend-xx 20.0ksi 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 . .. . - 2LA _pried ___-. 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 ft, (ROOF LAODING) Uniform Load: D =0.1440, Tributary Width = 1.0 It, (WALL LOADING) Uniform Load : D = 0.0140, L = 0.040 ksf, Tributary Width = 9.20 if, (2ND FLOOR LOADING) Maximum Bending Stress Ratio = 0.70Q 1 Maximum Shear Stress Ratio ' 0.446 :1 Section used for this span , - 4x10. Section used for this span, . 4x10 fb : Actual = - . 840.23 psi fv : Actual = . - 80.37 psi FB : Allowable ". 1,200.00 psi Fv : Allowable ' = . . 180.00 psi. Load Combination ' . ' , . '+D+L+H ' Load Combination . +0+141 . Location of maximum onspan, = 3.000ft Location of maximum onspan, = ,, 0.000 ft Span # where maximum occurs ,, Span # I Span # where maximum occurs. . = Span # I Maximum Deflection Max Downward Transient Deflection . 0.028 in Ratio = 2617>=360 Max Upward Transient Deflection. 0.000 in Ratio = 0<360 -- Max Downward Total Deflection 0.061 in "Ratio = 1171 >=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 Cd CFN C Cr' Cm C CL M th Pb , V Iv F'v 4041 . . . . , , . . . ' 0.00 .. 0.00 0.00 , 0.00 Length =6.0ft 1 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 40+141 • 1.200 ',. 1.00 1.00 1.00 "1.00 1.00 - - 6,00 0.00 0.00 - 0.00 Length =6.0ft 1 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 - 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 0.427 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 +0+541 . . , 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 0.320 0.204 1.151 1.200 1.00 1.00 1.00 ' 1.00 1.00 . 1.84 442.09 1380.00 - 0.91 - 42.29 207.00 40*0.750Lr+0,750L41 - . ' '' 1.200 1.00 1.00 1.00 1.00 1.00 - 0.00 0.00 0.00 0.00 -' t .p % - Chailman Engineering, Inc Project Title 41747 11th Street W Suite Engineer .. Project ID Palmdale CA 93551 Project Descr: Jp): (661)524-0911 .•- . r .. . Bill@ceiengr.com LJJj.juJjil.h.LJ-' Printed: RMAR 2016. 3:43PM Description: .BM-13'. .- Load Combination c Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C EN `C i Cr Cm C t C L M tb F b V fv F v Length =6.oft' 1 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+0 750L'O 750S-+H 1.200 1.00 1.00 1.00 1.00 1.00 000 000 000 000 Length = 60 ft 1 0537 0.342 115 1.200 100 1.00 1.00 100 '1.00, 308 74070 138000 1.53 7085 20700 -+0-+0.60W-'-l-1 , - 1.200 1.00 1.00 1.00 1.00 1:00 - . '- 000 0.00 0.00 . 0.00 . Length=60 ft 1 * 0.230 6.147 160 1.200 100 100 100 100 100 184 44209 192000 091 4229 28800k 40+0 70E+H .1 .200 1.00 1.00 1.00 1.00,1.06 000 000 000 000 Length = 6.0 ft I ..' 0.230 10.14 7 -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 -'-040 750Lr-'-O 750L-+0 450W-i-i-I 1200 . 1.00._ 1.00 1.00 1.00 1.00 000 000 000 000 Length = 6.0 ft I . 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. +D4O.750L40.750S+0.450W4H- 1.200, ,1.00 1.00 1.00 1.00 1.00 . ; 0.00 - 0.00 0.00 0.00 Length =6.oft i : 0.386 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 750L-+0 750S-+0 5250E*l 1.200 - 100 1.00,1.00 100 1.00 000 000 000 000 Length =6.oft 1 0.386 0.246 .1.60 1.200 1.00 1.00 '1-00-1. 1.00 1.00 3.08 740.70 1920.00 1.53 70.85 288.00- -+0 60D-+0 60W-'O 60H ' 1200 1 00 1 00 1 00 1 00 1 00 000 000 000 000 Length = 6.0 ft 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 -+0.60D-+0.70E+0.60H _.;_ . . 1.200 1.00 1.00 1.00 1.00 1.00 : 0.00 . 0.00 -0.00 -. 0.00 Length = 60 ft 1 0.138 0.088 -1.60 1.200 100 1.00 1.00 1.00 1.00 110 26525 192000 055 2537 28800 - 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 . - .' . . -00000 0.000 - - Support notation :Far left is#1 ValuesinKIPS . . Load Combination *. Support 1 Support 2 Overall MAXimum . . -... . . 2.468 .2.468 . . . . . •. .. -, . . . Overall MiNimum 0.552 0.552 . 1226.1.226 40+L44-I -' 2.330 2330 -'-04.r*l i178 1.778 . 40+5+1-I 1.226 1.226 - 4 -+0-+0.750Lr-i0.750L4-l-I .•..- .,'2.468.'..2.468..- -'-040 750L-+0 750S+H - 2054 2.054 .1-0+0 60W4l 1.226 1 226 -+0+0 70E-+l-1 1 226 1 226 -+040 750Lr-+0 750L-+0 450W-i-I-I 2.468 2.468 - - -'-O-+O 750L-+0 750S-+0 450W-i-H 2.064 2.054 -4- -+0+0 750L-+0 750S-'O 5250E-'-H 2.054 2.054 -- -+0 60D-+0 60W-+0 60H 0736 0.736 4 +0 60D-i-0 70E-+0 60H .0.736 0.736- D Only, 1.226 * . 1.226 Lr Only 0552 0.552 "+ LOnly i 1.104 1104 -' SOnly r • WOnly - EOnly * -* - H Only , r1 8 • . - _',.5'' ..*'__* . - -S ••',• * • •'•* . i- .5,,.-. . *4 I - - 6 * -. . Challman Engineering, Inc . Project Title: ' 41747 11th Street W, Suite D Engineer: . . Project ID: - Palmdale, CA 93551 Project Descr: ....-..--. . (661)524911 . . . .• - . BiIIceiengr.com ... . .- . . . . ILLLUI-Mi L - Printed: 8 MAR 2016, 3:44PM 1 LAL 9812 0-1 fer 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 - rension 1,000.0 psi E: Modulus of Elasticity Load Combination JBC 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 180.0p5i Ft 675.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling -. . 0(0.01995) L(0.0798) + .. . 0(0.08) .,.i_ •.t-cry 4x10 Span =11.25Oft REM Service loads entered. L:oad Factors will be applied for calculations. Beam self weight calculated and added to loads . . . . Uniform Load: D = 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) Maximum Bending Stress Ratio = 0.5921. Maximum Shear Stress Ratio ., = 0.235: 1 Section used for this span - . 4x10 .- Sedtion used for this span . 4x10 fb : Actual . = . 710.38 psi . - fv : Actual . = 42.28 psi FB : Allowable = . 1,200.00psi - Fv : Allowable , = 180.00 psi . Load Combination - - +D+L+H Load Combination . Location of maximum on span = . 5.625ft Location of maximum on span = 10.511 ft Span # where maximum occurs = Span # 1 - Span # where maximum occurs -. = Span # 1 Maximum Deflection . . Max Downward .Transient Deflection 0.074 in Ratio =. 1831 >=360 - Max Upward Transient Deflection . 0.000 in Ratio = 0<360 . Max Downward Total Deflection 0.173 in Ratio 782>--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 Cm - C t C L M fb Pb V fv Pv 4041-I . . . - . - 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 40+t.+l-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 ,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 +D+Lr-i.H - - - 1.00 1.00 1.00 1.00 1.00 * . 0.00 0.00 0.00 0.00 Length= 11.250 ft 1 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 40+S+H - 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 0.295 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 4040.750Lr-f0.750L-+Fl . . - 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 - 0.423 .0.168 1.25 1.200 - 1.00 1.00 1.00 1.00 1.00. 2.64 - 634.50 1500.00 0.82 37.76 - 225.00 * --S. . Chailman Engineering, Inc Project Title: 41747 11th Street W, Suite D Engineer: Project ID: Palmdale, CA 93551 Project Descr: j (661)524-0911 BiIliceiengrcom Printed: 8MPR 2016, 3:44PM Description : 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 fb Pb V Iv Fv +1J-+0.750L-I0.750S4H 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 4040.60W4F1 . . 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 40+0.70E41-1 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 0.212 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 +D*0.750Lr40.750L+0.450W4+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 +040,750L'+0.7505+0,450W41 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 4040.750L40.750540,5250E41-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1 1.250 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 40,60D40.60W40.60H 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 "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 = 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 V V Load Combination Span Max. °-° Deft Location in Span Load Combination Max. i-° Defi Location in Span 1 0.1725 5.666 0.0000 0.000 Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.051 1.051 Overall MINimum . 0.361 0.361 404+1 0.602 .0.602 1.051 1.051 r41-1 0.602 0.602 - 0.602 0.602 40-+0.750Lr40.750L41-I 0.938 0.938 4040,750L40.7505+H 0.938 0.938 40'0,60W41 0.602 0.602 4040.70E-41 V 0.602 0.602 4040.750Lr40.750L40.450W41 0.938 0.938 4040,750L'+0.7505'+0,450W4H 0.938 0.938 4040.750L40.750S40.5250E41-1 0.938 0.938 40,60D40.60W40.60H 0.361 0.361 -+0.60D+0.70Ei0.60H 0.361 0.361 O Only 0.602 0.602 V Lr Only L Only 0.449 . 0.449 V S Only WOnly E Only H Only 0.00 586.99 2610.00 0.00 1,075.12 2900.00 0.00 586.99 3625.00 0.00 0.00 0.00 0.00 1.46 26.15 261.00 0.00 . 0.00 0.00 2.78 49.66 290.00 0.00 0.00 0.00 1.46 26.15 362.50 0.00 0.00 0.00 -' - -'-• ., Challman Engineering, Inc - 41747 11th Street W, Suite D' Palmdale, CA 93551 - (661) 524-0911 Bill@ceiengr.com Project Title: - Engineer: Project ID: - Froject Descr: . Panted: 12 MAR 2016, 11:51AM Description: BM-15 EE!ENGES -' 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 Elaticity Load Combination IBC 2015 . . - Fb - Cornpr 2900 psi - Ebend- xx . 2200 ksi - Fc - Pdl . 2900 psi Eminbend - xx 1118.19ksi Wood Species : Trus Joist . , . Fc - Perp 750 psi Wood Grade : Parallam PSL 2.2E - RI 290 psi Ft 2025 psi Density 45.05pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0285) L(0.1425) - D(O. + 0285) L(0.095) $ $ $ $ 0(0 . .0285) L(0.095) D(O.128) I! ..$ - - . Span =23.250 ft iiêdIiöá'ds. •.. . :. :: -. . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 - Uniform Load: 0 0.1280 k/ft. Extent = 4.750 ->> 18.670 ft. Tributary Width = 1.0 ft. (Exterior Walls & Doors) Uniform Load: 0 = 0.0120, L = 0.040 ksf, Extent = 0.0 ->> 4.750 ft. Tributary Width = 2,375 It, (Left Floor Loading) Uniform Load: D=0.0120, L = 0.040 ksf, Extent= 18.670 ->> 23.250 ft. Tributary Width= 2.375 ft. (RightFloor Loading) Uniform Load: D=0.0120, L= 0.060 ksf, Extent = 4,750 ->> 18.670 ft. Tributary Width = 2.375 ft. (Deck Loading) DESIGN SUMMARY...... ....: . . '. '. Maximum Bending Stress'Ratio = - 0.371: 1 Maximum Shear Stress Ratio = 0.171 : I Section used for this span,. - 5.25x1 6.O . Section used for this span 5.25x16.0 fb : Actual - = . 1,075.l2psi . fv : Actual = 49.66 psi FB : Allowable " = 2,900.00 psi Fv : Allowable = 290.00 psi Load Combination . . Load Combination - +o-4+H Location of maximum on span , = 11.625ft ' Location of maximum on span = 21.977 ft Span # where maximum occurs = Span # I . . Span # where maximum occurs = Span # I 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 Maxthium Forces & Stresses for Load Colmbiiii6ii'& Load Combination Max Stress Ratios Moment Values " . Shear Values Segment Length Span# M - V Cd C FN. 'Ci . Cr Cm C CL M fb, Fb V fv F'v +O+H . Length = 23.250 ft 1 0.225 0.100 0.90 '1.000 1.00 1 1.00 1.00 - 1.00 1.00 - 10.96 40+L411 1.000 1.00 1.00 1.00 .1.00 1.00 Length =23.250ft I ' 0.371 - 0,171 1.00 1.000 1.00 1.00 :I.00 1.00 1.00 20.07 -+IJ-4tr41 1.000 1.00 1.00 1.00 1.00 100 Length =23.250ft 1 0.162 0.072 1.25' 1.000 1.00' 1.00 1.00 '1.00 1.00 10.96 +D+S+H . ' , - . .. . 1.000 . 1.00 1.00 1.00 1.00 1.00 Challman Engineering, Inc Project Title: 41747 11 th Street W, Suite D Engineer: P1ecfl D. Palmdale, CA 93551 Project Descr: (661) 524-0911 Ll.iii I" I ii W-' Bill@ceiengr.com Description: BM-15 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C EN C j Cr Cm C CL M lb Pb V fv Fv 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 i4D40.750Lr+0.750L4I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.250ft 1 0.263 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 40+0.750L40.750S+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 0.286 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 4040.60W*l 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 4040.70E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.250ft 1 0.127 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 *1J40.750Lr40.750L-I0.450W41 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 4040.750L40.750&t0.450W*l 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 4040.750L40.7505+0.5250E+I-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 0.205 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 40.60D40.60W+0.60H 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 0.076 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 .i0.60D*0.70E+0.60H 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 0.076 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 aaximum bef1ecti6is Load Combination Span Max. Defi Location in Span Load Combination Max. +° Deft Location in Span +D+L+H 1 0.4902 11.710 0.0000 0.000 :VIcaTi jactioris 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 40-4-H 1.521 1.534' 40-+L+H 2.954 2.972 -40+Lr+1-1 1.521 1.534 40+S+l-I 1.521 1.534 4040.750Lr40.750L4H 2.596 2.612 +040.750L40.750S4H 2.596 2.612 4040.60W-Il-I 1.521 1.534 +D40.70E+1-1 1.521 1.534 40-I0.750Lr40.750L40.450W-*I 2.596 2.612 +D+0.750L40.750540.450W+H . 2.596 2.612 +D+0.750L40.750540.5250E4H 2.596 2.612 -f060D40.60W-I0.60H 0.913 0.921 40.60D+0.70E40.60H 0.913 0.921 D Only 1.521 1.534 ' LrOnly L Only , 1.433 1.437 S Only WOnly EOnly H Only C Project: BUENA VISTA COLONY P4*2 RESIPENGE Project No: CHALLMAN ENGINEERING SINGLE FAMILYRESIIENGE 5-4fl INCORPORATED 41747 117H ST W. SUITE D, PALMDALE, CA 93535 Client Date CKALLMANENGRAS.NET P(661) 524-0911 9(681) 206-4005 Section: By: Checked: Sheet 44 f s A ioivnv' '46Q T6 4/ /sc 7_ '=7 * - - - -- -- - Hrcx., c.f, 4 3 7oco U5 Z-a . rn I r 4/o /,73S'- 4 'M -' rcPJ 13,9 f0l (lQ'o FTh aqoi ', 96 "QPA "iP P7Z 5_I U Z : • PItSe • • -_________ - 2Pr I • [_O"5QO/P7 _J 37c -71 lit ipi • .---_---- ------- neinrormauon: - - ustomer: Stone Truss . Job Number A437 •. - fobDescription: BUENA VISTA.COLONY LOT I . . .. .: ddress: BUENA VISTA WAY&JAMES - Ci State, Zip: CARLSBAD, CA 92028 - - —Joo tngIneenrlgrIrerIa: . - - Design Code: CBC 2013 Res View Version: 15.01.01.0610.23 JRef#: 1VYP92820002 Wind Stándarti: ASCE 7-10 Wind Speed (mph): 110 Roof Load (pf): 20.00-14.00- 0.00- Floor Load (psi): None 10.00 This package contains a job notes page 3 truss drawings and 0 details Item Seal # Truss 1 3 059.17:115013023 059.17.1150.21423 - #A1 HIP H10 FAU -: STUB HIP H1OFAU COMN FAU Item Seal # Truss 2 059.17.1150.17243 1.2-STUB Job Number: A437 . - Ply: -1 . SEON: 288537 / T186 CHP Cust: R9282 JRef: 1WP92820002 BUENA VISTA COLONY LOT 1 Qty: 1 FROM SGH DrwNo 05917115013023 Truss Label: #A1 HIP 1-110 FAU - '- ' ' /-GWH 02/28/2017 91015 - ." 14'l"l- 18116 - 24' 5010 4105 422 4105 5010 -" ---- 3 X 5 --------------------....-. - 12 zo III m3X7(B1) m3X4 =3X5 =3X4 =-3X7(B1) -• I 945 2711 2711 945 A - 9'4"5 . 12' .. 14711 .. 24 Loading Criteria (psI) Wind Criteria Snow Criteria (Pg,PI in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in bc Udefi LJ# Loc R I U / Rw I Rh I RL /W TCDL: 14.00 Speed: 110 mph - Pf: NA Ce: NA VERT(LL): 0.131 0 999 240 A 1175 /163 7634 I- /66 /3.5 BCLL: 0:00 ' Enclosure: Closed -Lu: NA Cs: NA VERT(TL): 0.6270 453 180 F 1176 /163 /634 I- - /3.5 BCDL: 10.00 Risk Category: 11 - - Snow Duratiori: NA ., HORZ(LL): 0.047 .ç - - Wind reactiDns based on C&C - - Des Ld: .44.00 .EXP. C . . HORZ(TL): 0.230 C - A Mm Big Height:Mean Width Req = 1.5 NCBCLL 1000 84sf 00 ft Code! Misc Criteria Creep Factor. 20 F Min Brg Width Req = 1.5 Soffit: - 2.00 BCDL: 6.0 pat Bldg Code: CBC 2013 Res Max TC CSI: 0.370 Bearings A & F are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: 0 t h12 TPI Std: 2007 Max BC CSI: 0.731 Members not listed have forces less than 375# Spacing: 24.0" - C&C Dist a: 3.00 ft Rep Factors Used: No Max Web CSI: 0.203 Maximum Top Chord-Forces Per Ply (Ibs) Loc. from endwall: Any FTIRT:20(0)I0(0) Chords Tens.Comp. Chords Tens. Camp. GCpi: 018 Plate Type(s): Wind Duration: 1.33 WAVE VIEW Ver. 15.01.01C.0610.23 C -0 265 1723 0- E 262 -1958 A-13 331 -2337 E - F 331 -2338 Lumber .................................... B.:C 262-1958........- Top chord 2x4 DF-L #1&Bet(g) . . Bat chord 2x4 DF-L #1&Bet.(g) . . -. . Webs 2x4DF-L Standard(g) . -• . ... . - . - Maximum..30t Chord Forces Per Ply (Ibs). Chords Tens.Comp. Chords Tens. Comp. Plating Notes - A -1 95 -240 H - G 1723 -87 Connectors in green lumber (g) designed using . I - H 1723 -87 G - F 2096 -241 NDS/TPI reduction factors. Loading . . . Maximum Web Forces Per Ply (Ibs) - Truss passed check for 20 psf additional bottom Webs Tens.Comp. Webs Tens. Comp. . . chord live load in areas with 42-high x 24-wide 175 -462 0- G 40900' -7 clearance. - .. .5. I-C 408 -7 _G -'E 17462 Bottom chard checked for 10'00 psf non concurrent live load. Purlins . . . . .. . . - In lieu of structural panels or rigid ceiling use purlins to brace all flat TC @24 OC, all BC @ 120" OC. . . Wind Member design based on both MWFRS and C&C. Additional Notes . . Mechanical Unit Loads Supported by this Truss . . Load At - Truss Unit Unit Supporting -. .. . . case# - X-Loc Piece Lbs. . Width - Trusses . No..0 58005 2 12.00 - BC - 200.0 - 3.00 - 3 . . . . .. . . . - . 14 12.00 BC 200.0 3.00 3 * 02/28/201715 12.00 BC 200.0 3.00 3 * CIVIIII. Clip . . . .... S - ., r. . Aj **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! ,J r :. StoneTniss - sei jonesRoad **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS **IMPORTANT** - Trusses require extreme care in fabricating, handliqg shipping installing and bracing Refer to and follow the latest edition of BCSI (Bu ding CA 92054 Component Safety Information, by TPl and SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a progeny attached rigid ceiling. Locations shown for permanent-lateral restraint of webs shall havebracing installed per BCSI sections B3, B7 or-B1O, . . as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. efsr to - drawings 160A-Z for standard plate positions. . . . . . ALPINE Alpine, a division of ITW Building,Campanents Group Inc. shall npt be responsible for any deviation from this dr wing,any failure to build the .ANMC truss in conformance With, ANSI 1, or for handling, shipping, installation and bracing of trussesA yeal on this drawing or coyer Spa listing this drawing, indicates acceptance of nrotessional engineennq responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI I Sec.2. ...: 8351 Rovana Circle For more information see this nb's general notes page and these web sites: ALPINE: w.aipineitw.com; TPi: ww.tpinst.ora; SBCA: .sbcindusiry.com; ICC: w.'w.iccsafe.oro Sacramento, CA 95828 Job Number: A437 - , - Ply: -1 SEON: 288539-I T187 - CHIP Cust: R9282 JRef: 1WP92820002 - BUENA VISTA COLONY LOT 1 Oty 1 FROM SGH DrwNo 05917 115017243 Truss Label #A2 STUB COMN FAU k-.- GWH 02/28/2017 .4'lO"lO 11'10"'.-..14'2"3 .-..189"6. .2310 --. 410 10 ',.' 411 6 2 243 — 472 5010 .-- w4!i J l H 3X4 =-3X5 E3X4 . w3X7(B1) - 925 . 2711 2711 . 945 A - 9'2"5 -- - . •1110 -- 14511 2310' Loading Criteria (psI) Wind Criteria Snow Criteria (Pg,Pf in PSF) DeflICSl Criteria A Maximum *Reactions (lbs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct:.NA CAT: NA PP Deflection in bc Lldefl LJ# Loc R /U , / Rw / Rh / RL /W TCDL: 14.00 - . Speed:-110 mph Pf:NA - Ce:NA . VERT(LL): 0.097E 999 240 A 1167 /171 /628 I- /80 I-- BCLL: 0.00 - Enclosure: Closed ' Lu: NA Cs: NA VERT(TL): 0.449 E 629 180 G1169 /171 7631/- /- /3.5 ... BCDL: 10.00 , Risk Category: II : Snow Duration: NA HORZ(LL): 0.030 H .. - - Wind reaction based on C&C Des Ld 4400 EXP C HORZ(TL) 0.140 D A Min Brg Width Reg = Mean NCBCLL 1000 Height:00 ft Code I Misc Cnteria Creep Factor. 2.0 - G Mm Big Width Reg = .1 .5 TCDL: 8.4 P5 Soffit: .2.00 BCDL: 60 psf Bldg Code: CBC 2013 Res' Max TC CSI: 0.442 Bearing Gus a ngid surface. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: .2007 Max BC CSI: 0.892 Members not listed have forces less than 375# Spacing 24.0 C&C Dist a 300 ft Rep Factors Used No Max Web CSI 0.208 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwal!: Any FTIRT:20(0)/0(0) . ' - Chords Tens.Comp. Chords Tens. Comp, GCpi: 0.18 Plate Type(s): Wind Duration: 1:33 WAVE VIEW Ver 15.01.01C.0610.23 A-13 343 2270 D - E 113 -401 .Lumber ..-- -.--.-.-------- B--C- - 279-1935- E-F 279 -1944- -..'. 114-:408FG 344-2317 Top chord 2x4 DF-L #1 &Bet.(g) . .. . .. '.. . Bot chord 2x4 DF-L #1&Bet(g) . . . .. . . . . . . Webs 2x4 DF L Standard(g) Maximum Bot Chord Forces Per Ply (Ibs) ................................: ..- .' -. ..;- ....ChordsTens.Comp; Chords Tens Comp Plating Notes .- . .. - - A-J 2022 -238 I-H 1713 -106 Connectors in green lumber (g) designed using. J - I - 1713 106 H - G 2076 -239 ........... . - .NDS/TPl reduction factors. . . - . .. -.-... ...... ...T . . . - - All lates are 2X4 except anot&d. . - . . - - - . - . Maximum Web Forces Per Ply (ibs) Loading . . - . - Webs Tens.Comp. - Webs Tens. Comp. Truss passed check for 20 psf additional bottom B J 148 424 E H 406 0 Cho rd live load in areas with 42-high x 24-wide - C - K 208 -1390 H :F 150 -473 clearance doo K E 208 1390 Bottom chord checked for,1 psf non-concurrent live load. . - Pürlins - - In lieu of structural panels or rigid ceiling use purl ins to brace all flat TC @24 OC all BC @120" OC -- - Wind . . W 4,. 0D Member design based on both MWFRS and C&C. Additional Notes - Mechanical Unit Loads Supported by this Truss - . -• - - - No. C 58005 Load At Truss Unit Unit Supporting - case#- X-Loc -Piece - Lbs. - -Width -.. Trusses - -. ..- - 2 12.00 BC 200.0 3.00-3 14 12.00 - BC 200.0 3.00 - 15 12.00 BC 200.0 3.00 - 3 3 — - -- - * * - 6>. c 16 .12.00;BC200.0 -3.00 7 12.00 BC- 200.0 - 3.00 3-...... -. OFCAU-°-'- ........... -- 3 WARNING READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss IMPORTANr FURNISH THIS DRAWINGTO ALL CONTRACTORS INCLUDINGTHEINSTALLERS — — 507J000SRoad Ci require extreme care in fabricating, handlin.g, shioping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 - -- nent Safety Information byTPl ano SBCA) ror safety practices prior to performing these functions. Installers shall provide temporary per BCS!. Unless noted olnerwise,top chord shall have property attached structural sheathing and bottom chord shall have a pro neny e. ceiling. -Locations shown forpermanent lateral restraint of webs shall-have bracina installed:perBCSl.sections B3 B. or- 10, _...... . - cab e. Appiy plates to eachfaceo truss and position as shown above and on the Jo Details, unless noted other,visé. - efer to - s 160A-Z for standard plate positions. - - . . . . . - - AL_..PII\IE a division of lTW Buitdina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the - conformance with ANSIITPI 1 or for handlinqr shipping, installation and bracing of trussesA seal on this drawing or cover paae ANnwc this drawing indicates acceptance of oro essionau engineerina responsibility solely for-the design shown. - The suitibiIity te of this aawing-ror any structure is the responsibility of the Building Designer per ANSI/TPI I Sec.2. - - - -: 8351-Rovana Circle - informaijon see this job's general notes page and these web sues: ALPINE: .aipineiiw.com; TPi: .tpinsi.org; SBCA: .sbcindusiry.com; ICC: .iccsafe.orq Sacramento, CA 95828 Job Number: A437 Ply: 1 - SEQN: 288541 / T188 CHIP Cust: R9282 JRef: 1WP92820002 BUENA VISTA COLONY LOT 1 Qt I FROM SGH DrwNo 05917 1150 21423 Truss Label: #A3 STUB HIP H10 FAU . . ., . -. .-... - 1 GWH 02/28/2017 4310 ' 9115 1341 1826 233" 4310 4'10"5.. 422 .-_. 4105 55 3X5 12 2X4 0; 2X4 Iiii w III61I l Ill =3X4 3X5 . =3X4 - . - —3X6(BI) 827 2711 2711 45 414 875 113" 131011 . 4 . . Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pt in PSF) DeflICSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in bc Udefi U# Loc R /-U / Rw / Rh I RL /W TCDL:. 14.00 Speed: .110 mph- . Pf: NA Ce: NA. - VERT(LL): 0.170 D 999 240 A 1137 /160 /606 /- /67 I- BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.781 D 355 180 F - 1146 /160 /620 / - 1- /3.5 BCDL: 10.00 . Risk Category: II . . Snow Duration: NA HQRZ(LL):-0.048 P. - - Wind reactions based on C&C .- Des Ld: 44.00 EXP. C Mean Height: i5 . ... . - HORZ(TL):-0.232 D -. - A Min.Brg Width Reg = - NCBCLL: 10.00 TCDL84sf :00 ft Code! Misc Criteria Creep Factor.2.0 - F Min Big Width Req = 1.5 - Soffit: 2.00 BCDL 60 psf Bldg Code: CBC 2013 Res Max TC CSI: 0.751 Bearing F w a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist 0 to h/2 TPI Std: 2007 Max BC CSI: 0.727 Members not listed have forces less than 375# Spacing: 24.0 C&C Dist a: 3.00 ft Rep Factors Used. No Max Web CSI: 0.211 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: Any FT/RT:20(0)/0(0) . Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 • Plate Type(s): Wind Duration: 1.33 WAVE VIEW Ver. 15.01.OIC.0610.23 C - D 259 1632 0- E 251 1863 A-B 314-2100 E-F 323 -2258 Lumber .-- - -Additional Notes- ' - B-C 253 -1843 Top chord 2x4 DF-L #1&Bet.(g) Mechanical Unit Loads Supported by this Truss Bot chord 2x4 DF-L #1&Bet.(g) . Làad At Truss Unit Unit Supportina. Webs 2x4 DF-L Standard(g) . -. case# . XLoc Piece: Lbs. . Width Trussax1mumBot Chord Forces Per Ply (Ibs) :Lt Stub Wedge 2x6 DF-L #2(g): . 2 12.00 . BC 200.0 3.00 3 Chords Ts.Comp. Chords Tens. Comp. 14 12.00 BC 200.0 3.00 3 A-1 1.345 211 H G 1632 81 Plating Notes . 15 12.00 BC 200.0 3.00 3 I -H 1632 -81 G- F 2026 - 236 Connectors in green lumber (g) designed using NDS/TPI reduction factors. . . Maximum Web Forces Per Ply (Ibs) (I) - plates so marked were sized using 0/0 . Webs Tens Camp Webs Tens Comp Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. - . . - 0 -G 395 -6 G - E 176 -479 Loading Truss passed check for 20 psf additional bottom chord live load in areas With 42-high x 24-wide clearance. Bottom chord checked for 10.00 psf non-concurrent live load. Purlins . . •çpFESS/ . - - In lieu of structural panels or rigid ceiling use purlins .J) w to brace all flat TC @24" OC, all BC @ 120" OC. Wind Member design based on both MWFRS and C&C No C.58005 Loma 02/28/2017 -- ---: ivit- -2 **WARNING** READ AND FOLLOW ALL NOTES ON THIS-DRAWINGI Stone Truss aU **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS .. '. - ........507 Jones Road Trusses require extreme care in fabricating, handling, shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Budding CA 92054 Component Safety Information, by TPI an d SBCA) handling safety practices pnor to performing these functions. Installers shall provide temperary bracing per BCSI. Unless notedotherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pr cer1y attache dngtd ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or BlO......... - - as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. . - ,4I_..PIrjE Alpine, a division of IT'rN Building,Components Group Inc. shall npt be responsible for any deviation from this drywing,apy failure to builc the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing qf.trussesA seal on thisdrawing or cover pa e.• listing this drawing, indicates acceptance of professionaj engineering responsibility-solely for the design shown. The sw bility, and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI I Sec.2. - 8351 Rovana Cirde 'or more information see this iob's general notes page and these web sues: ALPINE: www.aipineiiw.com; TPI: wruw.ipinsi.orq; SBCA: .sbcindasirv.com; cc: ww.iccsafe.org- Sacramento, CA 95828 a. V ROOF TRUSS PLACEMENT PLAN Based on construction documents , doted 11/17/2015 C815.SRAD. CA 4/1/2016 3/32%1-0 5A2 9•-o. 5/12 -. -- 0/12 - I - - - - 4I;l6 01IINGUS . - V. fl -n FF FF71 CD >- J1çJi IF - • V ' _L ——.1. -I r F7 -F 21 K -8 cJc 1 1J t:j V-14 V . H- r W - - -' -' -lfl L --f' IL'41c -' •. I— I- E LJi LJN?1 /- fr• - t / E3 — f l • - — __ __ - -- - LJLLLJ A I - - VJI 5 12-9 81 V V V V - mdT - . . P.O. .1876 - I3OOOThflSl. Ra,,.oa. CA a.5W.1878 V V• 67-2 V I , NOTES: V V ( c2. Recommended hanger sizes noted are to .., - be Simpson type hangers, and are No. 61872 supplied by others V V • Indicates uplift reaction. Refer to V • V V truss placement plan for all truss to truss V - - connections. Refer to construction documents and E.0 R. for all truss to plate connections. Refers V V V V V OF C P,0~ <t and jack fill areas. ' California ° loose cut rafter, hip. valley. '..• .- -•. . ,. - - -•.•.; - .. - '-•'• . ,, - 4 4 if 1- - - k • To Whom It May Concern:". ,. Eagle Metal Products ot, 12300 Ford Road, Suite llO.-. The attached truss design drwings referenced below have been prepared b'y me or under mj Dallas Texas 75234 direct suprvision based on the design parameters provided by Rosamond Truss, Inc and are D eaglemetal corn assumed to be in accordance with the appropriate building code •-. •. . -.-,•.- • ... f.-.. . • - ...•; Any changes to these parameters and/or information provided on the original truss drawing voids - the affected sealed truss dràwi and new information shall be submitthd to this office for •• - - additional review - . -.- • i . ,. .. •. .. - • • - Listed below are the truss designs ncluded in this package and covered by this seal. . Job Name 16-1410 Buena Vista Lotl 1060253 Al A2 A3 Bl B2 B3 Cl C2 C3 C4 C5 C6 C7 C8 C9 Dl El E2 E3 E4 E5 El .. •.-- .. • • - - Please refer to individual truss designs for specific loading and design criteria 7 ESS No C72517 ,. Exp-0.6:3 2016 z -' I ' - Arturo A. Hernandez . - ••'• .. • . '(CA, C7251 1•1' -: .,! • -: *:: L 4 0 My license renewal date for4the state of CA is 06/30/2016 - • •• .- • . 4 , - ._.*-.*: . - • ........1, -( . .. -. - • -- - a - - - The seal on these drawings indicates acceptance of professional engineering responsibility solely. ' for t truss components shown. It is the responsibility of the building designer as to the suitability for use of each truss listed above - a f * 4•_• 'P r - : I I r. . . - ..•- ----i - -,, .. ,- .- - , - - - .- - - .. 1 - -,. '• 4. 4. .4_I- •_ ; 4. - 4 -. - - . 4 •.-. - . -, - - - - ,.•. - 44 DESIGN NOTES I I SYMBOLS I 1. The Truss Design Drawing(s) provided with these General Notes 12. Bottom chord required bracing shall be at lOft spacing or less, If no Plate Size have been prepared under and are subject to ANSIITPI 1. structural rated celing is Installed, unless noted otherwise. 3x4 - The first dimension is the width Capitalized terms have the meanings provided in ANSIITP11. perpendicular to slots. Second 13. Strongbacklng shall be Installed on all parallel chord trusses, dimension Is the length parallel to slots. 2. Copies of each Truss Design Drawing shallbe furnished to the including flooring systems, to limit deflection and reduce vibration. Installation contractor, Building Designer, Owner and all persons Refer to BCSI-137. -' I, 1, indicates required direction fabricating, handling, Installing, bracing, or erecting the trusses. of slots; Reference "Joint Details" 14. Never exceed the design loading shown and never stack building for more Information. DESIGN LIMITATIONS or other materials on inadequately braced truss; refer to BCSi. 20 Ga Gr40 connectors required The Truss Design Drawing is based upon specifications provided by the Building Designer in accordance with ANSi/TP11. Neither the Truss Designer, Eagle, nor an engineer who seals this design (if, any) assumes any responsibilty for the adequacy or accuracy of specifications provided by the Building Designer. The Building Designer is solely responsible for the suitability based upon the Truss Design Drawing and shall be responsible for reviewing and verifying that the information shown is In general conformance with the design of the Building. Each Truss Design Drawing is for the individual building component (a truss). A seal on the Truss Design Drawing indicates acceptance of professional engineering responsibility solely for the Individual truss. Each Truss Design Drawing assumes trusses will be suitably protected from the environment. HANDLING, INSTALLING AND BRACING Refer to BCSl for handling, installing, restraining and bracing trusses. Copies can be obtained from the Truss Plate institute (TPi), 218 N Lee Street, Suite 312, Alexandria, VA 22314, www.tpinst.org or SBCA, 6300 Enterprise Lane, Madison, WI 53719, www.sbclndustry.com. Bracing shown on each Truss Design Drawing is foi lateral support of Individual truss components only to reduce buckling lengths. All temporary and permanent bracing, including lateral load and diagonal or cross bracing, are the responsibility, respectively, of the erector and Building Designer. When a dear span truss is 60 ft or greater, Eagle recommends, and ANSi/TP11 (2007) requires, that a registered design professional be Involved in the erection process. Eagle is not responsible for improper truss 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. Concentration of construction loads greater than the design loads shall not be applied to the trusses at any time; refer to BCSI. Trusses shall be handled with care prior to erection to avoid damage. Refer to BCSi for recommended truss handling and erection. MATERIALS AND FABRICATION Lumber moisture content shall be 19% or less at the time of fabrication unless noted otherwise. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Unless expressly noted, the truss designs are not applicable for use with fire retardant or preservative treated lumber. Plates shall be applied on both faces of truss at each joint and embedded fully. Knots and wane at joint locations shall be regulated in accordance with ANSi/TP11. The plate type, size, orientation, and location dimensions shown Indicate minimum plating requirements. Connections not shown are the responsibility of others. Adequate support shall be provided to resist gravity, lateral, upift loads. 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 are a recommendation based on industry standards. Do not cut or alter any truss member or plate without prior approval from a professional engineer. 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 4 Joint and/or placed In accordance with the design drawing/QC full scale details. I REFERENCES I ANSi/TPi1: National Design Standard for Metal Plate Connected Wood Trusses BCSi: Building Component & Safety Information - Guide to Good Practice for Handing, installing, Restraining & Bracing of Metal Plate Connected Wood Trusses NDS: National Design Specification for Wood Construction ESR 1082 published by the international Code Council. E%IiLE IVIEY AL I v02.11 Loading (psf) General Cs! Summary Deflection L/ (bc) Allowed - Carried Loads(psl) Bldg Code: C0C2013/ IC: 0.42(2-3) Vert TI-, 0.1 in - L/999 (5-6) LI ISO ICLL: 20 TPl 1-2007 BC : s0.49(6-1) VertW 0.05 in -L/999 . (6-1) L/240 'ICDL: 16 Rep Mbrincreaseeto Wb: 0.10(2-6) HorLU 0.04 in 4 - BCLL: 0 -LauiiberD.O.L: 125% - Rl'rtl in - n4 In / a Rosamond Truss, Inc. Truss: Al Rosamond, California JobNanim: 16-1410 Buena Vista Loll PH: (661) 256-8575 Designcr. TonyFabian web: www.rosamondtruss.com - Dale: 04/01/16 11:4754 - Page: lof2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGTIPLY 15-0-0 5/12 I 2-0-0 2-0-0 0-0-0 0-0-0 2 12 in 581bs 19-0-0 I 2-0-0 5-2-14 4-64 5-2-14 2-0-0 5-2-14 - 9-9-2 15-0-0 2-6-4 2-6-4 - 0-0-0 5-2-14 - '1-6-4 - 5-2-14 - - I 5214 - 9402 - 150-0 All plates shotata to be Eagle 20 unless otherwise noted. ESSi0 -. Reaction Summary - . H jr Brg Combo Brg \Mdth Rgd Brg\Mdth Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz I I 3.5 in I.50in 1,80111w 4 I 3.5 in I.50 in 1,801 lbs - . - If -2 - CD ' N 7')17 Ill Material Summary - - - Bracing Summary w 0. r' ir f101 4*7 in 4 . lrtlrneim,- ShertihednrPnrti,rssi&3-0. Partin design bvOthers. W EXP06.30.2016 X BC DFL#2 2x 4 - BC Bracing: Sheathed orPurlinsatlO-0-0,Purlin design byOthers. Webs DFL Standard 2x4 Loads Summary . . [)This truss has been designed for the effects due to tO psi bottom chord live load pins detid loads. This tows has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input ItO mph (Factored), Exposure C, Enclose Gab]eHp, Risk Category 11. Overall Bldg Dims 50 ft x 60 fi, It = 23 ft, No( End Zone Truss. Both end webs considered. IX)L= 1.60 Mininiuni storage attic loading has been applied in accordance with IBC 1607.1 4)A lOX) lbs moving point live toad 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 Trib Width 'lisp 5-1I-I1 9-0-5 Down Proj - 10)plf I0)plf Top -2-0-0 5-I1-I1 Down Proj 35pIf .. ., 35p1f lisp 9-0-5 17-0-0 Down -Proj 35 plf - 35 plf - - Point Loads Member Location Direction Load TribWiddi lisp 5-I1-I1 Down 39111w Top 945 Down - 391 lbs Wild Case Dl: Std Dead Load - - . . . -. - Distributed Loads - Member Location I Location Direction Spread Start Load End Load TribWidth Bat 0-0-0 - 5-1I-I1 Down Proj -- 30p1f 30plf - lisp 5-11-11 945 Down Proj 80pt1 lOpif Bet 5-I1-I1 - 9-0-5 Down Proj 30p1f 30p1f Bat 9-0-5 15-0-0 Down . Proj 30p1f 30plf Bat 0-0-0 15-0-0 Down - Proj 8.75plf 875pIf TOP -2-0-0 5-I1-1I Down Pry 22p1f 28plf - - - - lisp - . 9-0-5 7-0-0 Down Proj 28p1f 28 pu .-. Point Loads - - . • Member Location Direction - Load Trib Width .4 Tap 5-I1-I1 Down 31311w Top - 9-0-5 Down 31311w - Member Forces Summary ThUr intlicatny Maniac tO. mu CSI, nun natal tarn, tons cncr. farm iftOtlorni 11—nan axial fnvnt Only farm gotuter than iWti air ahcrvn in thu nUn, - IC 11-2 (1340 -1.8610 ft (1540 -i.840ia ALL PERSONS FABRICA11NG, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASE)) UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED 11) - ThieBuild® Software v53.2.190 REFER TOAtL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SO' FORTHIN THE EAGLE METAL PRODUcrS DESIGN NOTES ISSUED WITH Eagle Metal Products ThIS OESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. . Dattan, TX 75234 1060253 0001/0033 Rosamond Truss, Inc. Truss: Al - - - Rosamond, California JobNsnw: 16-1410 Buena Vista lrnl PH: (661) 256-8575 - Designer. TonyFabian web www.rosamondtruss.com 04/01/16 Il 47.55 Page: 2of2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS -, SPACING WGT/PLY 15-0-0 5/12 1 2-0-0 2-0-0 0-0-0 0-0-0 2 12 in 58 lbs I 5 046) 1.701 t 5-6 (sEn l.5.tttlte 161 (149) Lttstttu I I rk Not: -. - I) Unless noted otherwise. do anteater alter any truss member or plate without prior approval from a Professional Engineer. 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 TEl 1-27/Chapter 3 shall be used. The fabrication tolerance for this roof truss is 10% (Cq = 0.90). California Girder setback equals 6-0.O, truss spacing behind girder equals 2-0-0, the second girder setback equals 4-0-0, end jack type is Open Paced, and the corner girders are Rafters. Provide adequate drainage to prevent pending. Brace bottom chord with approved sheathing or purlins per Bracing Summary -: The forces shoss'n for this multi-ply truss are per ply and the reactions are for all plies. 'li.so identical trusses shall he built and attached as follows, per ply: 12d Nails or Gun Nails (mitt. 13570 1/8'1 it - I row @ 12 in or, BC -1 row @12inec, Webs l row @I2inor. Provided the hanger connections do not adequately transfer Use applied load to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 12d Nails or Gus Nails (nina .135'x3 118'] as follows within 24" of the location shown: TC: 5-Il-I l,(4)Connectors 'It: 94)-5,(4)Coniwctors . . . Connectors shall not encroach on other girder ply connectors or truss-so-truss connectors nt accordance with the NDS or the connector manufacturer recommendations. When applied loads are on one side of girder, do not flip girder during girder connector installation, install connectors on the girder side where supported loads are applied. When applied heads 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 connector spacing). Connectors on opposite, sides of the girder shall be offsel Lateral bracing shall be attached to each ply. - I l)All fasteners minimum 2-112" long, unless otherwise noted, Nails in 1st and 2nd ply shall be offset Irons successive plies by 112 the nail spacing. listed wind uplift reactions hosed on MWFRS & C&C loading. , . -.- - -, AU. PERSONS FABRICATING, HANDUNG, ERECTING OR INSTALLING ANY1RUSS BASED UPON ThIS TRUSS DESIGN DRAWING ARE INSTRUCTEDiD TrueBuild® Softssttre v5-5.2.190 REFER IOALL OF ThE INSTRUCTIONS, UMITATIONS AND QUAUFICATIONS SET FORTH IN 'l}lE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED\VITH Eagle Metal Products THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNEC1DRS ARE USED. ' Dattat, IX 75134 10602530002/0033 Rosamond Truss, Inc. Truss: A2 - Rosamond, California JobNanur: 16-1410 Buena Vista Lotl - - PH: (661) 256-8575 - Designer. TonyFabian web: www.rosamondtruss.com * Date'.. 04/01/16 1I:47'56 Page: loft 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 - I 241n 49 lbs 2-0-0 7-6-0 - - 7-6-0 2-0-0 4,4 I 0-0-0 -- 7-6-0 7-6-0 - 0-0-0 7-6-0 -- 15-0-0 All plates shossvt to be Eagle 20 unless otherwise noted. - - Loading (psf) General CSI Summary - Deflection 11 00c) Allowed TELL: 20 Bldg Code: CBC2013/ IC: 0.59(1-2): VertTL 0.361n - L/474 (3-4) L/ 180 ICDL: 16 iPI 1-2007' BC: 0.72(3-4) Vert U-- 0.27 in L/647 (3-4) L/240 BCLL: 0 Rep Mbr Increase :Yes Web: 0.22(2-4) HoreTh: 0.02 in ' 3 BCDL: 10 Luntlier D.0.L: 125% ' * Reaction Summary, - - - 04/01/ FESS/ Tr Brg Combo Erg \'idth Rgd Erg \Mdth Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Hot'iz /114 ' I I 3.51n I.50in 8341bs . -18111w - -181 lbs -1011w 3 I 3.5 in 150 in 834 lbs - - . -181 lbs -181 lbs '- ( • ,, Bracing Summary Material Summary . IC DFL#IB 2x 4 -, it Bracing. SlseathedorPurtnsat5-7-0,Purlln design byOthers. -*,No. 7'l7 I-fl W r' rn BC DI°L#IB 2x 4 BC Bracing. .SheattxcdurPurlinsatI0-0-0,Purlindesignby0ther - - Exp-06.30.2016 Webs DFLStanthrd 2x 4 . - Loads Summary This truss has been designed for the effects due to 10 psi bottom chord live load plus dead loads This truss has been designed for the effects of wind loads in accordance withASCE7 - It) with the following user defused input 110 ntph (Factored), Exposure C, Enclosed vn- Gable/Hip,RiskCategoryll,OrallBldgDims50ftx60fLh23fl,NotEndZoneTruss,BOthendwebsconsidered. IX)L= I. A - Minimwn storage attic loading has been applied in accordance with IBC 16)7.1 , F CA 4)A I,(ED lbs moving point live load has been applied to the BC concurrent with ether dead loads. - Member Forces Summary iltso instoaus: MSnwr tO, wax Cal. unum fa*or.(owucmr. Iwo if dilininni fiaxnnououiul (nw) Only liwna gioutonthnn 300lbs nan shown in his 1n6o. - - -. IC I-) (15501 .1.027 06 2-3 (1506 -toll 1b, tIC 1-4 ((71$ 061un 4-1 (1ltO at it, - W4n 2-4 (1216 535th, Notes: I) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval front a Professional Engineer. This truss has been designed using the green servicereduction factors. When this truss has been chosen for quality assurance inspection. the Double Polygon Method pur 1501.1-2(8)7/Chapter 3 shall housed. The fabrication tolerance for this roof truss is 10% (Cq = 0.90). Brace bottom chord with approved sheathing or purlins Per Bracing Summary. .4 - - Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED 10 TnieBuild® Software v5.52.190 REFER TOAIL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE MEI'AL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. Dotlus, 771 15234 1060253 0003/0033 TrueBuild®Softussztt v5.5.2.190 Eagle Metal Products Dnttxx. DC 75234 Rosamond Truss, Inc. . Truss: A3 Rosarnond, California - - iobNanse: 16-1410 Buena Vista Lot PH: (661) 256-8575 Designer TonyFabian * web: www.rosamondlruss.com Date: 04101/16 11:4757 Page: 1 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 15-0-0 5/12 1' 2-0-0 0-0-0 0-0-0 0-0-0 , - 2 12 in 79 lbs 17-0-0 I - 2-0-0 4-3-5 3-2-11 0-7-12 435 . - 7-6-0 2-6-15 4-3-5 - 15-0-0 - 21 - - 5x0- - I i1 . 0-0-0 . - 4.3-5 - ' - . 3-2-11 . - . - 0-0-0 2-6-15 4-3-5 - . 7-6-0 - 8-1-12 10-8-11 15-0-0 - All plates shouts to be Eagle 20 unless otherwise noted Loading (psf) General Cs! Summary Deflection ' L/ - (toe) Allowed . (7-8) . L/ 180 - TCLL: 20 Bldg C0C2013/ . 'IC: 0.58(5-6) VertTh 0.I7in L/999 i'CDL: 16 17II-2607 BC: 0.88(&7) VerILU 0.07 in L/999 (7-8) L/240 - .6' . BCLL: 0 Rep Mbr Increase f'40 Lumber D.O.L: 125% Web: 0.74(3-8) HoruiL 0.05 in BCDL: 10 - - . - - 04/01/ Reaction Summary - Jr Brg Combo Brg \Mdtis Rqd Brg 1Mdth Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Hone -- . . . 28 lbs - . - I 3.5 in 1.50 in - 2,418 lbs 6 1- 3.5 in 2.22in 4,171 lbs <- C) Material Summary . Bracing Summary . - - .. it DFL#2 2x 4 ' ' 'ItBracing Sheathed orPurlinsat5-0-0, Puffin design byOthers. w BC DFL#I 2x 6 .- - ' BC Bracing:' Sheathed orPurlinsatl0-0-0,Pxrlin design byOthcrs Webs DFL Standard 2s4 . ( Loads Summary I) This truss has been designed for the effects due to 10 psi bottom chord live toad plus dead toads, This truss has been designed for the effects of wind toads in accordance withASCE7 - tO with the following user defined input 110 mph (Factored), Exposure C, Bite d, Gable/Hip, Risk Category It, Overall Bldg Dims 50 fIx 60 ft. h = 23 ft. Not End Zone ilinss, Both end webs considered. WL= 1.60 - Minintuttt storage attic loading has been applied in accordance with IBC 1607.1 ' '- A 1,0 lbs moving point live toad has been applied to the BC concurrent with other dead toads. - - Load Case Lrl: Std Live Load Point Loads Member ' Location Direction Load Trib Width Bot 8-1-12 Down . 1,438 lbs But 10-1-12 Down 3561bs- Bot '- - 12-1-12 Down. - 356 lbs But 14-1-12 ' Down ' 356 lbs Load Case Dl: Std Dead Load ' '. .. . ..• ivtctntrr uxzttton ulrncnun untii .rc, vvtuul . . . Be( 8-1-12 Down 1,906 lbs Bin 10-1-12 ' - Dissvn 472 lbs Bet 12-1-12 ' Down 472 lbs Bin 14-1-12 Down 472 lbs Member Forces Summary 7t45x insleutes: Mrnsbtr ID. mxCSt, mx uniul 1uvn.6mxcs*,v. fum if dtrnnnt Ions non mini funnb Only fm ewuscrshun 3isito on shwvn in this tuUv - it -2 (1225 -2,9(21bs 3-4 (6321 -2,2561bs - 3.6 (1573 -t.20911n - I 2-3 0.571 -2,897 ft 4-5 (5337 -3,316 (lxx - BC 6-7 0. al 2,92711n 8-9 (1450 2.665 ft -. 10-I (6432 2,678 ttn - 2,5 R"3.927(6. ' *110 0.421 Z6181 50,6. 3-9 (1(61 446(6. 5-8 0. 125 -1,138716. 3-0 (1745 1,829 (6. 5-7 (6338 xis iv Notes: - I) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. This truss has been designed using the green service reduction factors. - When this truss has been chosen for quality, assurance inspection, the Double Polygon Methdel per 'ff1 1-2607/Chapter 3 shall be used. '11w fabrication tolerance for this roof truss is 10% (Cq = 0.90). . . Brace bottom chord onds approved sheathing or purlins per Bracing Summary . - ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY'IRUSS BASES) UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER 1DAIL OF THE INS'IRUCllONS, LIMITATIONS AND QUAUFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. 1060253 0004/0033 OESSio No. C72517 rn Exp706.30.2016 J 701 - - Rosamond Truss, Inc. Truss: A3 - - - Rosamond, California JobNane: 16-1410 Buena Vista Loll - PH: (661) 256-8575 - Designer. Tony Fabian web wwwroliamondtrusscom 04/01/16 114737 SPAN PITCH QTY OHL - OHR - - CANT ' CANT PLYS SPACING WGT/PLY - 15-0-0 5/12 1 2-0-0 0-0-0 0-0-0 0-0-0 2 12 in - 791bs 6)The forces shown for this multi-ply truss are per ply and the reactions are for all plies. iWo identical trusses shall be built and attached asfollows, per ply: I2d Nails or Gun Nails [min. 135".0 1/8'I 'M - I row @T2—in cc, BC -2 staggered rows @ 12 in cc. Webs - I row @ 12 in cc. - - - Provided the hangerconnectionsdo 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 .135x3 ItS'] as follows ssitlsin 24" of die location shown: - BC:8-I-I2,(19)Connectors BC: 10-1-I2(5)Cotitiectors BC: I2-I-l2,(5)Connectors . BC: 14-l-12,(5)Connectors Connectors shall not encroach on other girder ply connectors or truss-to-truss connectors in accordance wits the NDS or the cottnector manufacturer recommendations. When applied loads are on one side of girder, do not 111p girder during girder connector installation. install connectors on the girder side where supported loads an: 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 connector spacing). Connectors on opposite sides of the girder shall be offset. I I - - Lateral bracing shall be attached to each ply. All fasteners minimum 2-1/2" long, inlets otherwise noted. - Nails in 1st and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. II) Listed wind uplift reactions baled on MWFRS &C&C loading, .'' , ' a. -- - 4 5 2 - ' S -, - •i' S - - - .- S - - 4. •, .- -I- , , ' -4 e - ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTE.USS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TriseBuild® Softwsre v55.2.190 REFER 1OALL OF THE INSTRUCTIONS, LIMITATIONS AND QUAUFICAI'IONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEFALCONNECTORS ARE USED. Dattus, D( 75234 -. 1060253 0005/0033 - Rosamond Truss, Inc. - Truss: B -. --• Rosamond, California - . - JobNa: 16-1410 Buena Vista Lotl PH (661) 256-8575 Dcsigrtcr. TonyFibian - - web: www.rosamondtrussom - 04/01/16 11:4759 SPAN PITCH QTY - OHL OHR - - CANT L -. CANT R PLYS SPACING WGT/PLY 17-6-0 - .5/12 • 1 2-0-0 2-0-0 • 0-0-0 0-0-0 2 24 in 661b5 21-8-0 - 2-0-0 7-2-14 3-0-4 7-2-14 2-0-0 7-2-14 10-3-2 - - 17-6-0 - - - _3-44 -. 34-4 8 I 0-0-0 0-0-0 7-2-14 3-0-4 - 7-2-14 7-2-14 10-3-2 17-6-0 All plates shoots to be Eagle 20 unless otherwise noted. Loading (psf) GeneraI CS! Summary Deflection IJ (bc) Allowed Carried Loads(psl) BldgCode: CBC 2013/ iC: 0.52(2-8) Vert TL- 0.25 in L/819 (6-I) L/ 180 TCLL: 20 - Tial 1-2607 BC: 0.77(6-I) - Vert L1__- 0.121n L/999 (6-I) L1240 ItDL: 16 Rep Mbr Increase No '5kb: 0.11(2-6) HorzlL: 0.061n 4 BCLL: 0 Lumber D.O.L: 125% Reaction Summary - S - /N.H°\ iT Erg Combo Erg \Mdlh Rgd Brg Max React Max Gray Uplift Max MWI°RS I I 35 in 150 in 2,324 lbs - 'Mith Max Horiz Uplift Man C&C Uplift Max Uplift 1 ,) 4 1 35 in 1.50 in 2,324 lbs - . . . . . - - - .) U Material Summary - - Bracing Summary ' No. C72517 P4 rn it DFL#2 2x 4 - ltBracing: SheathedorPurlinsat6-3-0,Purlin design byOthers. Q Exp-06.302016 0 BC DFL#2 2x 4 BC Bracing: Sheathed orPurliitsatlO-0-0,Purlin design byOthcrs. Loads Summary . . Cl [)This truss has been designed for the effects doe 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 defined input ItO mph (Factored), Exposure C, Eec! OF , \ Gable/Hip, Risk Category II, Overall Bldg Dims 50 ftx 60 ft. h = 23 ft. Not End Zone lbuss, Both end webs considered. WL= 1.60 . Mininsoiss storage attic loading has been applied in accordance with IBC 1607.1 A 1,0)) thu moving point live load has been applied Is Use BC concurrent with other dead loads., Load Case Lcl: Std Live Load . . Distributed Loads . Member Location I Location 2 Direction Spread Start Load End Load Trib\Vidth lisp 7-I1-I1 9-6-5 Down Proj 120 plf 120 plf - lisp -2-0-0 7-11-I1 Down Proj • 275 ptf 27.5 plf - lisp 9-6-5 - 9-6-0 Down Proj - 27.5 plf ' 27.5 plf Point Loads - - - - Member Location Direction load Trib Width lisp 7-11-11 Down 683 lbs - Top 9-6-5 Down 683 tb Load Case Dl: Sid Dead Wad . Distributed Loads - Member Location I Location Direction Spread - Start Load - End Load Trib Width Bat 0-0-0 7-1I-I1 Down Proj . 40 plf 40p11 lisp 7-I1-I1 9-6-5 Down Proj .,. 96p1f - 96 plf Bat 7-I1-1I 9-6-5 Down Proj - 40 plf 40 plf ' S But 9-6-5 7-6-0 Down Proj - 40 plf 40 plf - But 040 - 17-6-0 Down Proj 6.87 plf 6.87 plf lisp -2-0-0 7-1I-I1 Down - Proj 22 plf 22 plf lisp 9-6-5 -- 19-6-0 ' Down -. Proj 22 plf 22 plf Point Loads - Member Location Direction Load Trib Width . - F TOP 7-11-I1 Down 546 lbs - Top 9-6-5 Down - 54611w -. - Member Forces Summary laao ins5caics: Mnnfr ID. nunCSt. nuxnxiatlfnco. (omoasp loon if slflcioni fiinnnosoaxial ton). Only loran gnsssiurlhuc lIXIlu an shown in this labia. XC 11-2 0453 -5489 lbn 13-4 0403 - -14891tn I - - ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY114USS BASED UPON THIS llUSS DESIGN DRAWING ARE INSTRUCTED 10 jrnteBuild® Software v55.2.190 REFER TOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUAUFICAI1ONS SET FORTH IN THE EAGLE METAL PRODUC1'S DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. -. - DiScs, TX 25234 - • . 1060253 0006/0033 Rosamond Truss, Inc. Truss: B - Rosamond, California ,- iobNanse: I6-I410 Buena Vista Lot 1 PH: (661) 256-8575 ' Designer. -Tony Fabian web wwwrosamondtruss corn Page: 04/01/16 1147.59 — 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 2 24 in . 66 lbs RC 14-5 07M Z2771te i 5-6 00n 12711te Itel 0.767 1277th. I I - Notes: I) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 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 TI'! 1-2907/Chapter 3 shall be used. The fabrication tolerance for this roof truss is 10% (Cq = 0.90). . California Girder setback equals 8-0-0, truss spacing 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 Rafter's. Provide adcrnatc drainage to prevent pond'mg.. Brace bottom chord with approved sheathing or purlins per Bracing Summary. Mr forccsshown for this ussulti-ply truss are per ply arid the reactions are for all plies. Twoidetnicalirusscs shall bc built and attached asfollows, per ply: I2d Nails orGun Nails (nsiu .135'x3 IN"] IC - I row @ 12'moc, BC -1 row (ll'12inou,Webs-1 row @12in0c. Provided the hanger connections do not adequately transfer the applied loud to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 12d Nails or Gun Nails [ntitt .135"s3 118"] as follows within 24" of the location shown:, TC:7-ll-Il,(7)Cottnectors .TC: 9-6-5,(7)Connectors Connectors shall not encroach on other girder ply connectors or truss-to-truss connectors in accordance with the NOS or the connector manufacturer recommendations. When applied loads are on one side of girder, do not flip girder during girder connector installation, install connectors on the girder side whore supported lands ire applied. When applied loads are on bath 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 connector spacing). Connectors on opposite sides of the girder shall he offset. Lateral bracing shall be attached to each ply. II) All fasteners ttlinintunl 2-1/2" bug, unless otherwise listed. Nails in Is! and 2nd ply shall be offset front successive plies by 1/2 the nail spacing. ' Listed wind uplift reactions based on MWFRS & C&C loading. ' 4. C t - ,-- - . ' •, - -4 6 - 6 a ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY1RUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TnaeBuild® Software v5.5.2.190 REFER 'JOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECIORS ARE USED. . '. • Dallas, IX 75234 1060253 0007/0033 - Rosamond Truss, Inc. Truss: B2 Rosarnond, California JobNanie: 16-1410 Buena Vista Loll PH: (661) 256-8575 Dcsigncr. Tony Fabian web: www.rosamondtruss.com Date: 04/01/16 11:48:00 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 24 in 821bs 21-6.0' 2-0-0 2-5-8 3-1-8 3-1-8 2-0-0 8-9-0 11-2-8 113-0 14-4-8 17-6-0 -. 44- - 1I 0-00 6-3-0 5-0-0 - 6-3-0 6-3-0 - 11-3-0 17-6-0 a All plates shown to be Eagle 20 unless otherwise noted. - Loading (psf) General Cs! 5ununary Deflection LI (joe) Allowed -, TCLL: 20 BldgCode: CBC2013/ IC: 0.69(4-5) VertTL 0.29 in L/691 (tO-It) L1180 iCDL: 16 TPI 1-27 BC: 0.66(10-I1) Vert LL:. 0.2 in L/999 (9-10) L/240 BCLL: 0 Rep Mbrincrease:Yes Web: 0.34(4-6) Hoi-zTL 0.041n 9 BCDL: tO Lumber D.O.L: 125% Reaction 04/01/ rC Q QIQ4 Summary IT Brg Combo Bug \Mdth Rqd Brg '/,lctih Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Hone I I 3.5 in 1.50 in 1.I49tbs . -1471be -1471bs 14tbs P 9 I 3.5 in 1.50 in 1,1491bs -. -1471be -147lbs CO Material Summary Bracing Summary .0 "r rn it DFL#2 2x 4 itBracing SheathedorPurlinsai4-O-0,PurlindedgnbyOthery w No. C72517 NI m BC DFL#tB 2x 4 . BC Bracing: Sheathed orPurlinsattO-O-O. Partin design byOthers. W Exp-06.30.2016 M Welts DFL Standard 2x 4 . Loads Summary [)This truss has been designed for the effects due to 10psf bottom chord live toad plus dead kxtcts. • Vfl-. This truss has been designed for the effects of wind loads in accordance with ASCE7 - tO with the following user defined inpuC t tO mph (Factored), Exposure C, End d, Gable/Flip, Risk Category 11, Overall Bldg Dims 50 It x 60 ft, h = 23 It, No[ End Zone ThLss, Both end webs considered WL= 1.60 p ru Minimum storage attic loading has been applied in accordance with IBC 1607.1 A 1,000 11w moving point live load has been applied to the BC concurrent with other dead loads. Member Forces Summary lINa inalcasis: Meat-[1). naaxC5t. nun uaiatfuvc. (nuxcuw lava if d5fntant fiounamoxaivl ti—),va ). Only fuon tsicrlhnn 8ts civ nhvtc'n iv lain talk. - Notes: I) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2) Unlabeled plates are l.5x420ga. 3)Attic flonrareahasbeendedgisedforst0ragcwitha20ps1flooc6veanda20p5f000edead10ad - 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 (Pt 1-2907/Chaptcr 3 shall be used. - - The fabrication tolerance for this roof truss is 10% (Cq = 0.90). - - - Brace bosom chord with approved sheathing or purlins per Bracing Summary. Usted wind uplift reactions based onMWFRS & C&C loading. - 4 a - ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED 10 Tniefluild® Software v5.5.2.190 REFER 'IDAU. OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NCTES ISSUEDV1TH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. t)aitas. TX 75735 1060253 0008/0033 IC -2 (1351 -2.15016.&7 6.7 1539 -t595 2-3 11582 -1.64316. 7-8 0582 .1.843 Its 3.4 (1539 -1.59516. 8-9 0.351 -2.0816. BC 9-1I) (1583 1.95316. tO-It 0.665 1.63216. ti-I 0.583 - 1.95316. Wits 2-Il (5959 -47716. 4-6 (1338 -t.WOltn 6-IS (IWO -47716. 3-It (1236 561 its .. 7-tO. 11236 58116. I! Rosamond Truss, Inc. . . Truss: B3 - Rosamond, California' , JobNanse: I6-14I0 Buena Vista LOU PH: (661) 2568575 - V. , Designer: TotsyFabian web: www.rosaniondtruss.com Date: 04/01/16 II:48,01 Page: I 0f2 SPAN PITCH QTY - , ' ' OHL , OHR CANT CANT - PLYS SPACING WGT/PLY 17-6-0 5/12 1 - 2-0-0 0-0-0 0-0-0 0-0-0 2 - 241w ' 971b5 2-0-0 - 4-10-13 3-2-15 61 3-10-3 2-5-7 2-5-6 4-10-13 - - 8-112 8-9-0 - - 12-7-3 15-0-10 17-6-0 5u- - 15.41 - - 2\ . -.- VertTLi 0.28 in L/737 (9-10) L/ 180 VcrtW . 0.I2in L/999 - (9-10) L/240 HorzTh 0.071n 7 - 04/01 Reaction Summary . V * P H ey <' < .IT Brg Combo Brg\Mdth RqdBrg\Mdlh Mai Reset Mix Ge-is Uplift Man MWFRS Uplift Mis C&C UpI ft Max Uplift Max Hor7 No. C7251 Material V Bracing Summary, LU ' oi ) )) BC DFL SS 2x 6 - -. BC Bracing: Sheathed or Purlins at 10-0-0, Purlin design by Others. Webs DFL Standard 2x 4 Loads I) This truss has been designed for the effects due to 10 psi Ixittorn 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 defined input 110 mph (Factored), Exposure C, Gable/Hip, Risk Category II, Overall Bldg Dims 50 ft x60 ft. It = 2-11`4 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 loads. - Load Case LrI: Std Live Load V - Point Loads Member Location Direction Livid Trib Width - - - Bat 8Vt.12 Down 1,438 lbs Bat 10-1-12 Down V 356 lbs Bet I2V1V12 Down 356 lbs - Bat 14-1-12 Down - - 356 lbs But 15-0-0 Down - ' 42011w Bat 16-0-0 Down 42011w LoadCaseDl:StdDeadLoad - Point Loads Member location Direction Load TribWiddv - * Bat 8-1-12 Down 1,96011w - Bat 10-1-12 Down 472 lbs - -. Bat 12-1-12 Down '-- 47211w Bat 14-1-12 Down 47211w Bat 15-0-0 Down - 52011w But 16-0-0 Dawn' -, 520 lbs Member Forces Summary, tsw inAraw Men46r ID. mc CS], mn *4*1 love. (flux com, (ova irdileovnl fivin mx axial (ova>. Only fawns gmvomar than 705tu sin shnxvn in this instx it -2 11469 430316- 3-4 0.403 4t03lbs 5.6 0555 -1-54216-' 'I - V ALL PERSONS FABRICATING, HANDLING, EP ECI1NG OR INSTALLING ANYThUSS-BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED lO TtxteBuild®Softustre v5.5.2.190 REFER TALL OF ThE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET 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 MEFALCONNECTORS ARE USED. Dattin, Dl 75234 1060253 0009/0033 0-0-0 0-0-0 4-10-13 3-2-15 i°--i 3-10-3 2-5-7 2-5-6 V 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. V Loading (psi) General - Cs! Summa 1tLL: 20 BldgCocle: V CBC2013/ IC: 0.81(6-7) ltDL: 16 TEl 1-2607 BC: 0.85(7-8) BCLL: 0 Rep Mbr Increase No Web: 0.60(4-10) tOe-rh IS I nn,)w flrhl" 17991, 2-3 0.424 .4.2101h 4-5 (1411 -391516- 6-7 0.012 4s67316- 152 7-8 (6876 616116- 9-10 (6581 1-11016- tt-I2 (6397 424916- 0-9 0761 (itfOthi Ott 03913.63616- 12-I 0,437 4.01916- W.-6- 4-It (6516 1.54316- 5-9 0514 1.24116-' - 4- (6591 1.47216- 0-9 16129 -tVt~01hi ' - 10 3-to am -1.66116- 6.0 , 15315 776 lbs S Rosamond Truss, Inc.' Truss: B3 - Rosarnond, California - JobNanar: 16-1410 Buena VustaLott PH: (661) 256-8575 Designer. Tony Fabian - web: www.rosamondtruss.com - , Date: 04/01/16 ll:48ti)2 Page. 2o12 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGTIPLY 17-6-0 5/12 I .2-0-0 0-0-0 0-0-0 0-0-0 - 2 241n 97 lbs Notes: I) Unless noted otherwise, do not Cut or alter any truss member or plate without prior approval from a Professional Engineer. - - This truss has been designed using tlxr green service reduction factors. When this truss has been climes 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 = 0.90)... Brace bottom chord widi approved sheathing or purlins per Bracing Summary. - . 6)The forces shown for this multi-ply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 12d Nails or Gun Nails [min.1350 tsr 'IC -I row® 12 in cc, BC -2 staggered rows® 12 in cc , Webs - I row @ 12 in oc. - - - - Provided the hanger connections do noudeqaately transfer the applied load to all plies: in addition to connectors shown abuse, attach each pair of girder plies with supplemental 12d Nails or Guts Nails [mitt .135"s3 t/E"] as follows within 24" of the location shown: . . BC: 8-l-12,(19)Coittsectces BC: I0-l-12,(5)Connectm's BC: 12-1-12,(7)Connectors .-. . BC: 14-1-12,(5)Connectms BC: 15-0-0,(6)Connectors BC 16-0-0(6)Connectors Connectors shall not encroach on other girder ply connectors or truss-to-truss connectors in accordtice with the NOS or the connector manufacturer recommendations. When applied loads are on one side of girder, do not flip girder during girder connector installation. install connectors on the girder side where supported loads we 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 die opposite side (at double the connector spacing). Connectors on opposite sides of die girder shall be offset, Lateral bracing shall be attached to each ply 9)All fasteners mini main 2-1/2" long, unless otherwise noted. 10) Nails in 1st and 2nd ply shall be offset from successive plies by 1/2 the imill spacing, II) Listed wind uplift reactions based on MWFRS & C&C loading, * a * t t ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTAUJNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED 10 TrueBuild® Softoace v552. 190 REFER TOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DES IGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VAlID ONLY WHEN EAGLE METALCONNEC1DRS ARE USED.. Datt*s, Dt 75234 1060253 0010/0033 B p Rosamond Truss, Inc. ;.. Truss: Cl - Rosamond, California JobNanie: 16-1410 Buena Vista Loti PH: (661) 256-8575 - Dcsigncr. TonyFabian web wwwrosamondtruss corn 04/01/16 114803 SPAN PITCH QTY OHL OHR CANT L CANT R 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 63 lbs 18-0-0 - - - 7-2-14 3-6-4 7-2-14 I 7-2-14 10-9-2 18-0-0 344: - 344 7' 411 -. 1x4I, 3.4. - - 0-0-0 - - - 0-0-0 - - 7-2-14 3-6-4 7-2-14 7-2-14 - - 10-9-2 -, 18-0-0 All plates shown to be Eagle 20 unless otherwise noted. - - - Loading (psf) General CSi Summary Deflection [1 - (bc) Allowed Carried Loads (psl) BldgCode: CBC 2013/ . IC: 0.10(1-2) Vert TI-, 0.291n L/738 (6-I) L/180 TCLL: 20 - ii'I 1-2(8)7 BC: 0.0(6-I) Vert U-- 0.13 in L/999 (6-I) L/240 TCDL: 16 Rep MbrIncrease No - - Web: 0.12(2-6) Herz TL: 0.09 in 4 . - BCLL: 0 Lumber D.O.L: 125% -. . 04/01/ BCDL: 10 kOESSio, . - - - N. -. - . 4o Reaction Summary . iT BrgComho BrgVidth Rqd BrW0dth Max Reach' MaxOravUplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz , T No C72517 rn Material Summary -,., 'Bracing Summary Exp-06.30.2016 * iC DFL#2 2x ' * it Bracing: ShealItedorPurliasat4-10-0,Purli6desigcby0thers BC DFL#2 2x 4 BC Bracing: Sheathed orPurlinsatl0-0-0 Partin design byOthers. - In \\bbn DFL Standard 2x 4 . Lads Summary •- . . Cl I) This truss has been designed for the effects due to lopsflxtaom chord live load plus dead loads. F This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following uscrdefinvd input 110 hupb (Factored). Exposure C, Ease )se , CM-I' GablPHI5, RiskCategory 11, Overall Bldg Dims so ltxtiofl. h=23 It, Not End Zone ibus3- Both end webs considered. WL= 1.60 - Minimmut 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 lie BC concurrent with cilter dead loads Load Case Lx I: Std Live Load IBss-ilaited Loads -- Member Location ] Lccation2 Direction - Spread Start Load End Load - . Tnb Width 'Rip 7-10-15 10-1-I Down,Proj 85p1f 85p1f ibp 040 7-10-15 Down Pr 30p1f lOpE ibp 10-I-I 18-0-0 W Dawn Proj 30p1f 30p11 . Point Loads Member Location Direction toad TribWiddt ibp 7-I0-I5 Down l,278 1b5 Tap 10-I-I Down 1,2781bs LoadCase Dl: Std Dead Load -. . Distributed Loads Member Location I Location Direction Spread Start Load - End Load Trib Width Bot .040 7-10-15 Down Proj 40p1f 40p11 -• - ibp 7-10-15 ID-I-I Down Proj 68p1f ,. 68p1f Bat 7-10-15 10-I-I Down Proj . 40p1f 40p1f Bat ID-I-I 18-0-0 Down Proj 40p11 40pll * Bet - 0-0-0 18-0-0 Down Proj 7.5 p11' 7.5 p11 - Thp 0-0-0 7-50-I5 Down Proj . 24p11 24p1f 'lbp 10-1I 18-0-0 Down Proj 24p11 24p11 Point Loads Member Location Direction Load TribW)dih lbp 7-10-15 - Down 1,022 lbs lbp 10-I-I Down I,0221bs i - - - . Member Forces Summary isue iodomm t*tuntm tO. urn Cat, non osat f.°(x cmo. if ililfonni limo nusonat k,vnl Only fuovea pvouen than 3(Oix are shown in this bUn IC -2 isTh -1893 lix 3-4 is794 -1894 lbs 2-3 (1365 -3-565 las ALL PERSONS FABRICATING, HANDUNG, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED 10 TrueBuiki® Software v5.5.2. 190 REFER TALL OF THE INSTRUCTIONS, UMIT5.110N5 AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEFALCONNECTORS ARE USED. _4 - DaOos, TX 75234 - 1060253 0011/0033 Rosamond Truss, Inc. Truss: Cl Rosamond, California . JobNanse: 16-1410 Buena Vista Loll PH: (661) 256-8575 Designer: TonyFabian - web wwwrosamondtrusscom 04/01/16 1148-03 Page: 2of2 SPAN PITCH ' QTY - OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 18-0-0 5/12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 241n 631bs FIC I -5 itl 1t6ilb I5- (7) 3.563Iis - Is-I (55(12 1563 Is, I •.- - Notes: - I) Unless noted otherwise, do not cuter alter any truss member or plate without prior approval from a Professional Engineer. - - - This truss has been designed using the greets service reduction factors. When this truss has been chosen for quality assurance inspection, the Double Polygon Method per TPI 1-20817/Chapter 3 shall be used. The fabrication tolerance for this roof truss is 10% (Cq = 0.90). .% - 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 TPI I. - * Provide adequate drainage to prevent pending. Brace bottom chord with approved sheathing or purIna per Bracing Summary The forcesshown for this multi-ply truss are per ply and the reactions ate for all plies. 'tt.voidentical trusses shall be built and attached as follows, per ply: 12d Nailsor Gun Nails [min .135"s3 1l"1 'IC - I row, @ 12 in oc, BC -1 row @12inoc,Vsbbs-1 row ®12inoc. . V Provided the hanger connections do not adequately transfer the applied loud to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental 12d Nails or Gun Nails [min .135"0 laS"] as follows within 24" of the location shown: it: 7-10-15,(14)Connectors ' 'IC: 10-1-],(14)Coenectors Connectors shall to encroach on other girder ply connectors or suss-to-truss connectors in accordance nads die NOS or the connector manufacturer recommendations. When applied loads are on one side of girder, do not flip girder during girderéonnectm' installation, install connectors the girder side where supported loadsare 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 connectori on the opposite side (al double the connector spacing). Connectors out opposite sides of the girder shall be offset. . V II) Lateral bracing shall be attached to each ply. . V . V All fasteners min inium2-1f2" long, uiless otherwise noted. Nails in lstatsd 2nd ply shall be offset from successive plies by 1/2 the nail spacing. ., . Where required, sufficient girder hangers shall be provided (by others) to resist reactions shown. Listed wind uplift reactions based onMWFRS&C&Cloading. - -V -V V. ,a - . . 5, a ALL PERSONS FABRICATING, HANDUNG, ERECTING OR INSTAlLING ANY1RUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSIi8UCTEO'lO TrueBuild® Software v5,52.I90 REFER TOALL OF ThE INSTRUCTIONS, UMI1XI1ONS AND QUALIFICATIONS SEt FORTH IN THE EAGLE METAL PRODUCES DESIGN NOTES ISSUED WITH Eagle Metal Ploducta ThIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. - Deltas, Tit 751U - 1060253 0012/0033 - Rosamond Trus, Inc. ., Truss: C2 Rosarnond, California JobNanse: 16-1410 Buena Vista Lot PH: (661) 256-8575 - Dcsigncr:TonyFabian web: www.rosamondlruss.com 04/01/16 11:48:04 Page: I of I SPAN PITCH - QTY .. OHL OHR CANT CANT PLYS SPACING WGT/PLY 18-0-0 5/12 4 3 0-0-0 0-0-0 0-0-0 0-0-0 1 24th 65 his 18-0-0 -' I 4-6-0 4-6-0 4-6-0 4-6-0 4-6-0 9Q.() - 13-6-0 -0-0 : 18 41. - - . - 3xll- - .9 , 0-0-0 9-0-0 - - 9-00 0-0-0 I 9-0-0 I . 18-0-0 - -. - - - All plates shown to be Eagle 20 unless otherwise noted. Loading (pst) General CSI Summary Deflection L/ (joe) Allowed - TCLL: .20 - Bldg Code: CBC 2013/ it: 0.75 (4-5) Vert TL: 0.51 in L/421 (5-6) LI 180 itDL: 16 TPI 1-2077 BC: 0.82(6-1) . Vert LL 0.38 in L/556 (5-6) - L/240 BCLL: 0 Rep Mbrtncrease:Yes 'Akb: 0.28(3-6) HoruTh 0.031n 5 BCDL: 10 Lumber D.O.L: 125% - rCESQI ' - - Reaction Summary - IT Brg Combo Brg \Mdth Rgd Brg lMdth' Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 8281bs 261bs I I 1.5 in --- - . -1371th -1311th 0 5 • I 1.5 in --- 828 lbs . -13711w • -137 his vri Material Summary , - Bracing Summary . N C72517 l it DFL#2 2 x 4 it Bracing: Sheathed or Purlinsat 4-3-0, ParIs design by Others. U-1 0. ITI BC - DFL#tB 2x 4 - BC Bracing: Sheathed orPurlinsatlo-0-0,Purlin design byOthers XP \Veth DFL Standard 2x 4 Loads Summary r. - I) This truss has been designed for the effects due to 10 psf bottom chord live load pins dead loads... , Cl This truss has been designed for the effects of wind loads in accordance withASCE7 - tO with the following user defined input 110 mph (FactOred). Exposure C, Enc axed, Gable/Hip, Risk Category II, Overall Bldg Dims 50 It 60 ft, It = 23 It, Not End Zone IhLq& Both end webs considered. tXL= 1.60 O[ cM-\ Minimwsi storage attic loading has been applied in accordance with IBC 1607.1 4)A 1,070 his moving point live load has been applied to the BC concurrent with other dead loads. - Member Forces Summary t5Uv in4catas Mxntsrr tO. nnscst, ,ma ,aitrnsa. (nuassalo. lava if (lillixvnt flax n= axial rave). Ontyfavax ojvatasthsa 3Win an, sho,vn in this talAc. 't1 .2 0746 .l.65alh 2-3 0230 .t,2l5I 3.-I 02.9) -1.215 lb, 4.5 (5746 .1.65816, SC 5-6 60810 .458 IN (-245(6,) 6-t OStO 144W ft (-245)6,) - 56,6, 2.6 0210 -49216, 3-6 0275 65tiv (.27 16,) 4-6 (5210 .492t6, - Notes: I) Unless noted otherwise, do not cut or alter any truss ttOtstthr or plate without prior approval from a Professional Engineer. 'litis truss has been designed using the green service reduction factors. When this truss has been chosen for quality assurance 5sp2c00w the Double Polygon Method per TPI 1-2077/Chapter 3 shall be used. The fabrication tolerance for this roof truss is 10% (Cq = 0.90). - - Hanger position is for graphical interpretation only. Hanger shall be specified by truss manufacturer per TPI I. - - - - - Brace bosom 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, HANDUNG, ERECTING OR INSTALLING ANYTh.USS BASED UPON ThiS TRUSS DESIGN DRAWING ARE INSii(.UCFED1O TrueBuild®Softxsare v5.52.190 REFER MALL OF THE INSTRUCTIONS, UM1T4110NS AND QUAUFICATIONS SET FORTH IN ThE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEFALCONNECTORS ARE USED. Dallas, 27175280 - - - - - ) - - s •. - - ' 1060253 0013/0033 Rosamond Truss, Inc. Truss: C3 Rosarnond, California JobNanse: 16-1410 Buena Vista Intl - PH: (661) 256-8575 - Designer. TonyFabian web: www.rosamondtruss.com 04/01/16 11:48-.05 Page: I of I 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 1 24 in 651bs 18-0-0 I 4-6-0 4-6-0 - 4-6-0 4-6-0 4-6-0 - 10-0 13-6-0 18-0-0 - 41s4- - 5rTr 1.5141 7215 0-0-0 - - 9-0-0 .- 9-0-0 0-0-0 9-0-0 18-0-0 - All plates shossia to be Eagle 20 unless otherwise noted. - Loading (psf) General .CSI Summary Deflection L/ (lc) Allowed itLL: 20 BldgCode: CBC2OI:3/ it: 0.86(4-5) Vert 71-, 0-51 in L/421 (5-6) L/180 1tDL: I6 1Plt-27 BC: 0.93(6-1) brILL 0.381u L/556 (5-6) L/240 BCLL: 0 Rep Mbr Increase No V,bb: 0.28(3-6) Hone TL: 0.03 in . 5 - BCDL: 10 Lumber D.O.L: 125% - - Reaction Summary - - . 04/01/ if Brp Combo Brg \\ldth Rgd Erg 'Mdth Max React Man Gray Uplift Man MWFRS Uplift Man C&C Uplift Max Uplift Max Hone 2611w I I 1.5 in --- 82811w . -13711w -13711w S I 1.5 in --- 82811w -13711w -I37lbs 4(, ' ?4, 0 , Material Summary Bracing Summary iC DFL#2 2x 4 - it Bracing: SbeathedorPurtnsat3-9-0,Pnrllndesigpby0therte C No. r'7 -17 mBC DFL#IB 2x 4 - BC Bracing: SlteathedorPurlinsatlO-0-0,PurlindcsignbyOtherte E 2 1 XJ) 'Abbe DFL Standard 2x 4 - . . Loads Summary I) This truss has been designed for the effects doe to 10 psf bottom chord live load plus dead toady This truss has been designed for the effects of wind loads in accordance withASCE7 - tO with the following user defined input 110 mph (Factored), Exposure C, Eout d, Cl Gable) ip,RiskCategoryll,OverallBldgDims50ftx0)ft,h=23ft,NolllndZoneThisy Both end WL= 1.60 . . Minimum storage attic loading has been applied in accordance with IBC 1607.1 . OF Cp .\ A I, lbs moving point live load has been applied to the BC concurrent with other dead toads. Member Forces Summary Stain inttnulw 51,nitnn ID. nan CSt. nan aniat rn. (unix nunn. tone if rttfe,nnt fran flax uaiat ftusn Only (raven naien1hnn 53ISn an nhencu in this misc. IC -2 0859 -1081b,2-3 ((265 -1.2151b,3-4 0265 -l.2131Sn 14.5 asm .1.658 ft BC 5-6 0934 1.49)1lc (-2451(rl 4-I 0934 1,49914- (.24511e) nifin 2-6 0210 .492 tIn 3-6 0270 004 On (-27 On) 4-6 0.210 492 (Ix C - Notes: - I) Unless noted otherwise, do not cut or alter any truss titetisber or plate without prior approval front a Professional Engineer. . 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 'fl'I 1-2077/Chapter 3 shall be used. The fabrication tolerance for this roof truss is 10% (Cq = 0.90). Hanger position is for graphical interpretation only. Hanger shall be specified by truss manufacturer per IPI I. Brace bottom chord with approved sheathing or purlim per Bracing Summary. Whore required, sufficient girder hangers shall ho provided (by others) to resin reactions shown. Listed wind uplift reactions based onMWFRS & C&C loading.. - ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYThUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSThUCThD 10 TrueBuiki® Software v5.52. 190 REFER I0ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SEF FORTH IN ThE EAGLE ME1YsL PRODUCTS DESIGN NOTES ISSUEDWTH EIagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METALCONNEC1DRS ARE USED. . Dnttns, TX 75251 - 10602530014/0033 Rosamond Truss, Inc. Truss: C4 Rosamond, California iobNane: 16-1410 Buena Vista Loll PH: (661) 256-8575 . Designer: TonyFabian - web: www.rosamondtruss.com 04/01/16 11:48.06 Page: lofl SPAN PITCH QTY OHL OHR - CANT L CANT R PLYS SPACING WGT/PLY 18-0-0 5/12 1 2-0-0 0-0-0 0-0-0 0-0-0 1 24 in 681bs - 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 - 16-0-0 - 41- 0 -0-0 - . .. 0-0-0 9-0-0 - 9-0-0 9-00 18-0-0 All plates shown to be Eagle 20 unless otherwise noted. - - - - Loading (psi) General CSI Summary Deflection 1J (toe) . Allowed TCLL: 20 BldgCode: CBC2OI3/ iC: 0.86(4-5) VertTL 031 in L/415 (5-6) L/ 190 itDL: 16 iPI 1-2607 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) Herz 1L, 0.03 in 5 BCDL: 10 Luntber D.O.L: 125% Mill l/ FESS/o Reaction Summary P,. ti IT Erg Consho Brg \Mdth Rod Erg 'iMdth Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Hone I I 3.5 in 1.50 in 9901bs . . - -221 lbs -221 lbs 451bs 4, 5 I 1.5 in --- 820 lbs • -122 lbs -122 lbs - C.n) . - - Material Summary - Bracing Summary No. C72517 t-4 TIC DFL#2 2x 4 - - 'IC Bracing: SheathedorPurlinsat3-9-0,Purlinde is, gstbyOtherx. Exp-06.30.2016 2 BC DFL#IB 2x 4 BC Bracing: SheathedorPurlinsatlo-0-0,PurlindcsignbyOthcrs. Webs DFL Standard 2s 4 . Loads Summary - - I) This truss has been designed for the effects due to 10 pxf bosom chord live load plus dead loads. - - I This truss has been designed for the effects of wind toads in accordance svithASCE7 - 10 with the following user defined input 110 tttph (Factored), Exposure C, Bind Gable/Hip, Risk Category II, Overall Bldg Dims 50 It x 60 ft. h = 23 ft. Not End Zone ibuss, Both end webs considered. (XJL= 1.60 . Minimum storage attic loading has been applied in accordance with IBC 1607.1 A 1,030 lbs moving point live load has been applied to the BC concurrent with other dead loads. - Member Forces Summary Mble innntw tonnix, ID. nina Cat, mu mint fuvu, O— W. torn ifntffninnt Sun nun nniut torn). Only Sun. u=ninr hun 2O]tn urn shown in this I.W. IC 11-2 0710 .1.601 1b, 13-4 (IndS -t,192 11s I - . I I Notes: I) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 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 TN 1-2607/Chapter 3 shall be used The fabrication tolerance for this roof truss is 10% (Cq = 0.90).- 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 shalt 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 DRAWING ARE INSTRUCTED 10 TrueBuild® Softssnre v552.190 REFER 1OALL OF THE INSTRUCTIONS,LIMITATIONS AND QUAUFICAI1ONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUE!) WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEFALCONNECTORS ARE USED. Dasns, IX 15234 1060253 0015/0033 Rosamond Truss, Inc. Truss: C5 Rosamond, California - - JobNanie. 16-1410 Buena Vista Loti PH: (661) 256-8575 Designer: TonyFabian web: www.rosamondtruss.com - -. 04/01/16 1I:48,07 - . - Page: lofl SPAN PITCH QTY OHL - OHR CANT L CANT R PLYS SPACING WGT/PLY 18-0-0 5/12 1 2-0-0 0-0-0 0-0-0 - 0-0-0 1 241n 68!bs 20.0-0 4-6-0 - -_ 9-0-0 - 18-0-0 2-0-0 4-6-0 - 4-6.0 4-6-0 4-6-0 13-6-0 - ft5 - ., ... ' I - : - 9-0-0 - 9-0-0 0-0-0 I 9-00 18-0-0 - All plates shown to be Eagle 20 unless otherwise noted. - Loading (psf) General CSI Summary Deflection LI (bc) Allowed TCDL: 16 - 'fl'II-2907 BC: 0.94(5-6) . Vert LL • 0.38 in L/550 (5-6) L/240 TELL: 21) Bldg CBC2OI3/ it: 0.86(4-5) VertTL 0.51 in L/415 (5-6) L/ 180 - BCLL: 0 Rep Mbr Increase No Web: 0.27(3-6) Herz TI-' . 0.03 in 5 BCDL: tO Lsaiibcr D.O.L: 125% . ' . Reaction summary - 04/01/ iT Brg Combo Beg \Mdth Rqd Erg \Mdds Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Hmiz f- , - I 3.5 in 130 in 9801k -221 lbs 2211k 45 4, <, 5 I 1.5 in --- 8201k - -1221k -1221k . /•••• •.) ••j•• ) CO Material Summary Bracing Summary - - 'IC- DFL#2 2x 4 itBracingr SheathedorPurlinsat3-9-0,Purlindesignby0dters. ' No. C72517 rn BC DFL#IB 2x 4 ' - BC Bracing: Sheathed orPudlinsatlO-0-0,Purlin design by Others . W - 'Exp-06.30.2016 Webs DFL Standard 2x 4 -- -. - - -. Loads Summary I) This truss has been designed for the effects due to lopsf bottom chofdfive load plus dead lesds 4 • c This truss has been designed for the effects of wind loads in accordance withASCE7 - tO with the following user defined input: 110 titph (Factored), Exposure C, Eric] Gable/Hip,RiskCategoryll,OvemIBldgDims501tx90fi.h=23f1.NolEadZueihls3.Botheadwekconsidered WL= 1.60 - OF r's% Minimum storage attic loading has been applied in accordance with IBC 16137.1 - A 1,0)31k moving point live load has been applied to the BC concurrent with other dead loads. - Member Forces Summary 'tItsa mAcairs: Manic' ID. maCSt. nrss axial fnec.(nusrosn. becif cbfft=nticmnnxsala16mab Ontyfcrecs ersalcrlhaa 5231x an, s1cu'o in 4-blaSt,. it 1.2 0778 -1.651 Its 3.4 (1265 -I.I92Its - •. I 2-3 0.264 I65)5,d - 45 (1(63 -1,6351b,-, BC 5.6 (1936 l.475 11n (-211 lb,)!(,] (1911 .437 lx (-133 Its) Wits 2-6 (1 19) -4451ts 3-6 (1274 57411x 4-6 (5210 -492 ft Notes: - - ' -. - - * .-.. - I) Unless noted otherwise, do not cut or alter any truss titenther or plate without prior apprval front a Professional Engineer. - This truss has been designed using the green service reduction factors. When this truss has been chosen for quality assurance inspection, the Double Polygon Mcdxxi per i_ri 1-2007/Chapter 3 shalt ha used. The fabrication tolerance for this roof truss is 10% (Cq = 0.90).-. 6)BracebonomchordwithapprovedslseathiagorpurlinsperBracingSummary . - - , . 4- 1' Hanger position is for graphical interpretation only. Hanger shall be specified by truss manufacturer per i_ri I. 8) listed Mud uplift reactions based OIIMWFRS & C&C loading. . . . 7) Where required, sufficient girder hangers shall be provided (by others) to resist reactions shown. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYThUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TnteOuild® Softoatre s'55.2.190 REFER 'IOAIL OF THE INSTRUCTIONS, UMITA11ONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. -•' a - Dallas, D( 75265 10602530016/0033 -- Rosamond Truss, Inc. Truss: C6 V - V Rosaniond, California . JobNanar: 16-1410 Buena Vista I.rnl - PH: (661) 256-8575 . Dcsigncr. Tony Fabian • - ' web: www.rosamondtruss.com - Date: 04/01/16 11:48:08 - - . Page: lofl SPAN - PITCH QTY OHL - OHR CANT L CANT R PLYS SPACING WGTIPLY 18-0-0 5/12 6 2-0-0 - 0-0-0 '. 0-0-0 0-0-0 1 - 24 in 68 lbs V 20-0-0 V 2-0-0 4-6-0 4-6-0 . 440 V 9-0-0 4-6-0 . 4-6-0- - 13-6-0 ' 16-0-0 V V 41- V7 TI 1 0-0-0 - S V 9-0-0 'V 9 4 0-0-0 - 9-0-0 18-0-0 - All plates shown to be Eagle 20 unless otherwise noted. V V V Loading (pst) General V V CS! Sununary Deflection - I] (bc) Allowed V 'ttLL: 20 etdgCode: - CBC2OI3/ TC: 075(4-5) V V VertTI. 0.5lin L/411 (5-6) L/ I80 TCDL: 16 'fF1 1-2007 V BC: 0.82(5-6) - Vert LL 0.38 in L/545 (5-6) L/240 BCLL: 0 Rep Mbr Increase Yes - 'Alib: 0.27(3-6) Hors It: 003 in - 5 V BCDL: 10 LumbcrDVOVL: 25% V• V' - , V 04/01/ FESS/ Reaction Summary IT Brg Con.bsn Bre \Mdth Rgd Brg\Mdth Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Boric , in 980 lbs V V -221 lbs -221 lbs t 45 Ins (. 4', (,•\ I •l 3.5 in 1.50 - -I22 lies V -122 lbs 5 I 3.5 in 1.50 in 8201io V * - Material Summary . - V V V V Bracing Summary - '- NO. C72517 I—I it DFL#22x4 V V V itBracu1grSheathedorPurlinsat43V0,Purlin design by0tlterte LU BC V DFL#IB 2x 4 V BC Bracing: SheathedorPurlinsatlo-0-0,Purlindesignby0thcrx. V EX-06V30V2016 V - Loads Summary I) '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 defined input 110 tstph (Factored), Exposure C. Etsel Gable/Hip, Risk Category 11, Overall Bldg Dims 50 ft x 60 It. h = 23 It, Not End Zone TlhSS, Both end welas considered.WL= 1.60 Minintsttt storage attic loading has been applied in accordance with IBC 1607.1 A 1,603 lbs moving point live load has been applied to the BC concurrent with other dead loads. ' V V• V V ' V Member Forces Summary .rsto in6ca1ns: Mants'n tO, mx cat. nna aaiut fleas. (.me csxna. flew if thifunni flu.. mu mint fixes). Onty fsasm 9va.an than et]le an shown in thin tah& 3-4 0235 V -t.1921te - , V tc t2 0676 -t.9315u V I V VV 2V3 (1229 .1,19316. 4-5 0770 .t,63516. * V V BC 15-6 0.101 V 1V47$ in (-211 tin) 6-1 V 0611 1.437 16. V (-135 lb,) V V V V V V V V W.'in 2-6 Otto 445 IN 3-6 0274 674 lix V 46 0215 -49216. - V Notes: I) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval front a Professional Engineer.' This truss has been designed using the green service reduction factors. 4 -, When this trios has been chosen for quality assurance insppdtion. the Double Polygon Method per TPI 1-2607/Cha4er 3 shall be used. - V The fabrication tolerance for this roof truss is 10% (Cq = 0.90). Brace bottom chord with approved sheathing or psrlijts per Bracing Summary. Listed wind uplift reactions based osMWFRS & C&C loading, V V V 17 - . • -r - ALL PERSONS FABRICATING, HANDUNG, ERECTING OR INSTAWNG ANYThUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE tNS'rRUCTED'IO REFER TO ALL OF THE INSTRUCTIONS, UMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH - 'fl-uS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. '• V - 'I TrueBuild® Software v532.190 Eagle Metal Products Duties, TX 75231 1060253 0017/0033 Rosamond Truss, Inc. Truss: C7 Rosarnond, California - - JobNanrw: 16-1410 Buena Vista Lot! PH: (661) 256-8575 DCSignCr. TonyFabian web www.rosamondtruss.com { 4 a 04/01/16 114809 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 24 in 711bo - 22-0-0 2-0-0 4-6-0 4-6-0 4-6-0 4-6-0 2-0-0 I I 4-6-0 9-0-0 13-6-0 18-0-0 41. .5jX4 1.5 L 33- 0-0-0 - - 9-0-0 9-0-0 - 0-0-0 I I 9-0-0 .. - 18-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading (psi) General CSI Summary Deflection Li (bc) - Allowed - - TCLL: 20 'I'd C& CBC2OI3/ iC: 0.68(4-5) - - VertiL 0.491n L/423 (5-6) L/180 itDL: 16 TPII-2607 BC: 0.81(5-6) - -- Vert U-, 0.381n L/545 (5-6) L/240 BCLL: 0 Rep Mbr Increase Yes Web: 0.27(3-6) Harz 'IL 0.03 in 5 - - BCDL: 10 Lumber D.O.L: 125% - - -- 01 Reaction Swnmary P, H \\ JT Brg Combo Brg \Mdttt Rqd Erg \Mdih Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Hone 9721bs 207Ibe 15 Ills I I 3.5 in I.50in -2071bs . C#) 5 I - 3.5 in 1.50 in 972 lbs ' . , -207 be' -207 lbs ' Material Summary Bracing Summary . ' No. C72517 N TC DFL#2 2x 4 . TIC Bracing: Sheathed orPulinsatO,P design byOthers. W Exp-06.30,2016 BC DFL #IB 2x 4 - - BC Bracing: Sheathed or Purlins at 10-0-0, Purlin design by Others, Webs DFL Standard 2x 4 Loads Summary a I) This truss has been designed for the effects due to 10 psI bottom chord live load plus dead loads. . • -. Vt This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined ingot 110 tttph (Factored). Exposure C, Enclose Gable/Hip, Risk Category 11, Overall Bldg Dims 50 ft x 60 f~ It = 23 ft, Not End Zone Taws Both end webs considered. IX)L= 1.60 Minintwtn storage attic loading has been applied in accordance with IBC 1607.1 A 1,030 Ills moving point live hand has been applied to the BC concurrent with other dead loads. ' Member Forces Summary 1hN inkrnon Mauthor ID. mu CSt. rnaxoniotforon, (rmsonsss, (rove ifrbffrsrnnt than nasa anted (rove). Ontyttoans pnalonshus 1t] shown in thin taSk iC 1-2 0679 .t,519ttr 2-3 0237 167 b, 4-5 0679 .t.5791tn BC 3-6 0.6 1.416 ft 061W &1 R805 1.416ths (-tot(s) - Olsias 2-6 019) -44511n 13.6 (ian 6631(s I4-6 Otto -40511n Notes: '• , - I) Unless noted otherwise, do not cut or alter any truss toenther or plate without prior approval from a Professional E,tginwer. - 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 1PI 1-213)7/Chapter 3 shall be used. The fabrication tolerance for this roof truss is 10% (Cq = 0.90). - Brace bottom chord with approved sheathing or pnrlitts per Bracing Summary. Listed wind uplift reactions based on MWFRS & C&C loading: a, a - , ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTAUJNG ANYThUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED 10 TreBuild® Softnsstre v552. 190 REFER TOALL OF ThE INSThUCI1ONS, LIMITATIONS AND QUALIFICATIONS SET FORTHIN ThE EAGLE METAL PRODUCTS DESIGN NOTES I le - Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. Dalton, TX 73114 1060253 0018/0033 RosamondTruss, Inc. - Truss: C8 - '- - Rosarnond, California * JobNanur: 16-1410 Buena Vista Loll PH: (661) 256-8575 Designer TonyFabian web: www.rosamondtruss.com Date: 04101/16 11:48:10 , Page: loft SPAN PITCH QTY OHL , -' OHR CANT - CANT PLYS SPACING WGT/PLY 18-0-0 5/12, 1 0-0-0 - 2-0-0 0-0-0 0-0-0 1 24 in 68 lbs 20-0-0 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 - - - 4 - - - .j IL & 0-0-0 9-0-0 - - - 29-0-0 0-0-c 9-0-0 All plates shown lobe Eagle 20 unless otherwise noted. Loading (pst) General CS! Summary Deflection L/ (bc) Allowed TCLL: 20 BldgCode:. CBC2OI3/ it: 0.86(1-2) Vert TI-* 0.51 in L/411 . (6-I) L/180 TCDL: 16 WI 1-2(07 BC: 0.94(6-I) - - Vert L1-- 0.31 in L/545 (5-6) L/240 BCLL: 0 Rep Mbr Increase f'lo Web: 0.27(3-6) Harz 11-* 0.03 in 5 - BCDL: tO Lumber D.O.L: 125% -- -. -- 04/01/ Reaction Summary iT Brg Combo Brg \Mdth Rgd Brg Wlth Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift, Max Horiz I I 3.5 in 150 in 82011,s ' - - -122Dm - -I22lbs -4511w CO 5 I 3.5 in 1.50 in 980 lbs - -221 lbs -221 lbs -- . - Material Summary , ' . Bracing Summary LU • it DFL#2 2 x 4 . - , it Bracing Sheathed or Purhns a13-9-O, Purlin design by Others. BC DFL#IB 2x 4 -. BCBracinej Sheathed orPurlinsatl0-0-O, Partin design byOthers. ., Webs DFLStandard2x4 Loads Summary - - I) This truss has been designed for the effects due to tO psi Ixittona chord live load plus dead loads. This truss 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 it F Gable/Hip, Risk Category II, Overall Bldg Dims 50 fIx 60 ft. It = 23 ft. Not End Zone ituss, Both end webs considered. WL = 1.60 Minimum 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 BCconcurrentsvilh other dead loads Member Forces Summary ithin jn&ujw Minter in,nna COt, nun until face. ( cnn40ftnvn rdls.wnl Shun nun axial rsucn). Only fares gmnumnnlhuu Slton me shown in this u51n TC :-! I :-? ESSi0 72517 MM 3.30.2016 1! Notes: I) Unless noted otherwise. do not cut or alter arty truss member or plate without prior approval from a Professional Engineer.*- - This truss has been designed using tIme green service reduction factors. When this truss has been chosen for quality assurance inspection, the Double Polygon Mcthral per 11'I 1-20)7/Chapter 3 shall be used.. 4)11w fabrication tolerance for this roof truss is 10% (Cq = 0.90). Brace bottom chord with approved sheathing or purIna per Bracing Summary . . Listed wind uplift reactions based on MWFRS & C&C loading • AU.. PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY11(USS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED 10 REFER 1OALL OF THE INSTRUCTIONS, UMITA11ONS AND QUAUFICAI1ONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED'SVITH THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. TrueBuild®Softwamre v55.2.190 Eagle Metal Products' Duties, 171 75234 - , . • - , - 1060253 0019/0033 - Rosamond Truss, Inc. Truss: C9 Rosarnond, California — - iobNanse: 16-1410 Buena Vista Let I - - PH: (661) 256-8575 Dcsigncr. TonyFabian - web: www.rosamondtruss.com - Date:. 04/01/16 11:48:11 - Page: 161`2 SPAN PITCH QTY OHL OHR CANT L- CANT R 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 - 18-0-0 - 5-2-12 3-9-4 3-9-4 - - 5-2-12 I 5-2-12 9-0-0 - 12-9-4 - - 18-0-0 - -' 41- - 41Y 5 rf2— 7215 J Al I 0-0-0 5-2-12 - I - 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/ (bc) Allowed - TELL: 20 BldgCode: CBC20t3/ it: 0.73(1-2) -- Vert TL: 0.26m L/806 (8-I) L/180 itDL: 16 IPII-2607 BC: 0.96(8-I) VertLL: 0.11 in L/999 (8-I) L1240 BCI.L: 0 Rep Mbr Increase No • Web: 0.91(2-8) Horz TL: 0.07 in - 5 BCDL: 10 LwnberD.O.L: 125% - - fl4lflh/ of ESS iO/A Reaction Summary iT Org Combo Brg \t.idtli Rqd Brp \Mdih Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Hone I 3.5 in 196 in 5,546 lbs .- . - 26 lbs 5 I 3.5 C) Cat Q7 in 1.78 in 3,329 lbs . ' . ' ' Material Summary Bracing Summary - - 'D N ('7')17 çlrfl w , i-n IC DFL#IB 2x 4 'IC Bracing: Sheathed rPusai4-2-0, Partin design byOthers. EXp06.30.2016 BC DFL SS 2 x 6 BC Bracing: Sheathed or PurIna at 10-0-0, Purlin design by Others. Webs DFL Standard 2x 4 Loads Summary V%1I- I) This truss has been designed for the effects due to lopsf bottom chord use load plus dead loads. This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input ItO mph (Factored), Exçonurc C, me , F Gable/Hip, Risk Category II, Overall Bldg Dims 50 fix 60 ft. h = 23 ft. Not End Zone 'fuss, Both end webs considered. IX)L= 1.60 Minintwn storage attic loading has been applied in accordance with IBC 1607.1 4)A 1,030 lbs moving point live toad has been applied to the BC concurrent with other dead loads. -- - Load Case Lrl: Std Live Load - Point Loads Member Location Direction Load Trib Width - Bot 1-1-0 Down 468 lbs . Bot 3-1-0 Down 471 lbs - - - Bot 5-2-12 Down ' 1,442 lbs Idol 13-7-7 - Down 72411w - - Load Case Dl: Std Dead lead - - - Point Loads Member Location Direction Land Trib Width - Bot ' 1-1-0 Down 620 lbs One 3-1-0 Down . 62411w - Bot 5-2-12 ' Down 1,911 lbs - Bot 13-7-7 Down 96011w Member Forces Summary 'pate instcalax: blen,kr us, nato cat, nus oat linen. Irma mnp leo if Ileinni finxiinur onrol lee) Only leon groolcr than ieiSix am ahinon in this bUy SE 1-2 0781 .5,4271k 2-3 0232 .17321k 3.4 5313 -17701k 4-5 15116 -3.0751k ie 3.6 11961 157611s 4-7 11379 3.5761k . 7-u 0470 57021k 18.1 (1954 .S.110Its Wnk 2.0 0914 12491k 3-7 U3 1.9391k 4-6 (1356 0761k 2-7 (1384 -2,8751k 4-7 -1.2141k Notes: I) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. This truss has been designed using the green service redaction factors. When this truss has been chosen for quality assurance inspection, the Double Polygon Method per TPI 1-2607/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 Summary ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTAWNG ANYTRUSS BASED UPON ThIS TRUSS DESIGN DRAWING ARE INSTRUCTED 11) - macBuild® Software v5.5.2.190 REFER TOALL OF ThE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SEI' FORTH IN ThE EAGLE METAL PRODUCTS DESIGN NOTES ISSUEO\VITH Eagle Metal Products ThIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. Dallas, 13875731 : •- .. .' - 10602530020/0033 81 Rosamond Truss, Inc. Truss: C9 Rosamond, California JobNanse: 16-1410 Buena Vista Loll PH: (661) 256-8575 Dcaigncr. TonyFabian web wwwrosaniondtrusscom 04/01/16 114812 SPAN PITCH QTY OHL OHR CANT L CANT R 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 841bs Tlie forces shown for this multi-ply truss are per ply and the reactions are for all plies. Two identical trusses shall lselnsiltaralauachedasfollows,parply: l2d Nails or Gun Nails [min .I35x3 I/Silt - I row® 12inoc, BC -2 staggered rows ® 121nix. Webs -1 row ® 12inoc. - - Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown shove, attach each pair of girder plies with supplemental 12d Nails or Gun Nails [mm .135's3 I/B"] as follows within 24" of the location shown: BC: l-l-O,(7)Conisectors - - BC: 3-I-0,(7)Conneclors - - -. - - BC: 5-2-I2.(20)Coancctors BC: 13-7-7,(10)Connectors Connectors shall tot encroach on other girder ply connectors or truss-to-truss connectors in accordance with the NOS or the connector manufacturer recommendations. - When applied loads are on one side of girder, do not flip girder during girder connector installation. install connectors on the girder side where supported loads ire applied. When applied loads arc 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 connector spacing). Connectors on opposite sides of the - girder shall heoffset. .. - Lateral bracing shall he attached to each ply. 9)All fasteners mmt mans 2-1/2" long urless otherwise noted 10) Nails in ]stand 2nd ply shall be offset frotss successive plies by /2 the nail spacing. - - - II) Listed wind uplift reactions based on MWFRS & C&C loading.. - 5.. 4 I 5* 1 * .5 a - -i ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTEUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TrueBuild® Software v5.52.190 REFER TOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MErALCONNECTORS ARE USED. Dana,, TX 75235 1060253 0021/0033 Rosamond Truss, Inc. Truss: Dl Rosamond, California iobNanm: 16-l4l0 Buena Vista Lot l PH: (661) 256-8575 Designer TonyFabian web: www.rosamondtruss.com 04/01/16 11:48:13 - SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 15-I-8 5/12 - I 0-0-0 0-0-0 0-0-0 0-0-0 2 241n 74 lbs 15-1-8 0-2-4 3-7-1 - 3-7-2 3-7-1 4-1-6 0!24 3-9-15 7-5-1 11-0-2 2-0-10 2-0-10 15-1-8 .104 3-9-15 3-7-2 - - 3-7-1 4-1-6 3-9-15 7-5-1 11-0-2 15-1-8 All plates shown lobe Eagle 20 unless otherwise noted. - Loading (psf) General CS! Summary Deflection L/ (toe) Allowed - Carried Loads (l) BldgCode: CBC2OI3/ it: 0.47(2-3) 'ibrtTL 0.08 in L/999 (7-8) L/180 ltLL: 20 11)1 1-2007 BC: 0.28(6-7) VerILL 0.03 in L/999 (7-8) L/240 'ItDL: 16 Rep Mbr Increase No 'Mob: 0.17(3-10) Herz TL: 0.021n 6 - BCI.L: 0 1 Lumber D.0.L: 125% - BCDL: 10 0410 Reaction Summary - . /7 iT Brg Combo tlrg \Mdlti Rgd Rrg \Mdih Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Hone I 1.5 in 1,684 lbs . . -45 lbs tO 0 r4, <\\ . --- 6 I 3.5 in 1.50 in 1,290 lbs . . -CIO . . Material Summary . Bracing Summary No. C72517 t-4 IC DFL#2 2x 4 it Bracing: Sheathed orPurlinxat6-3-0, Partial design byOthers. W Exp-06.30.2016 0 BC DFL#2 2x 6 - BC Bracing: Sheathed orPurlinsatl0-0-0, Partin design byOthers. Vdsbs DFLSlandard 2x4 - - Loads Summary I) This truss has been designed for the effects due to 10 psf boSom chord live load plus dead loads. , Cl 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, Enclose OF GableiHip, Risk Category II, Overall Bldg Dims 50 fix Soft. It = 23 ft. Not End Zone lbnss. Both end webs considered. WL= 1.07 . CM- Minintuna storage attic loading has been applied in accordance with IBC 1077.1 A 1,000 lbs moving point live load has been applied to the BC concurrent with other dead loads. Load Case LA: Std Live Load - DisttibutedLcntds Member Location I Location 2 Direction Spread Start Load End Load Trib Width TV 0-ti-It 10-3-5 Down Proj 6219p1f 62.I9plf . Top 0-0-0 0-1I-I1 Down Proj 40p1f 40plf lisp 10-3-5 - IS-I-S Down ' Proj 40p1f 40p1f Point Loads -I . Member Location Direction Load Trib Width Top 0-I1-I1 Down 253 lbs - TOP I0-3-5 Down 253 lbs - - Load Case Dl: Std Dead Load - - Distributed Loads - - Member. Location I Location Direction Spread Start Losd End Load Iris Width Bet 0-0-0 0-I1-1I Down Proj 24.37p1f 24.37p1f lisp 0-I1-I1 10-3-5 Down Proj 49.75plf 49.75p1f n Bet 0-I1-1I 10-3-5 Down Proj 24.37 plf - 24.37 plf But . 10-3-5 15-1-8 Down Proj 24.37p!f 24.37p1f Bet 0-0-0 15-1-8 Down Proj lOpif lOplf Top 0-0-0 0-I1-1I Down Proj 32p1f 32p1f Thp 10-3-5 15-1-8 Down Proj 32p1f 32p1f Point Loads Member Location Direction Load • Trib Width . lisp 0-I1-I1 Down 202 lbs - Top 10-3-5 Down 202 lbs . Member Forces Summary sue indonana Moo±ssn ID. nsauCSL nmoaitlfmov. (n.xoo.p- (me. if 4ffowsst (sun unasnakil (aw). Only (arcs gscsacr shin Shim me shown in this salt IC 134 (158 -t17411m Is-s 0.195 -1,4731t. 4-5 (1t58 -t35311oo I - ALL PERSONS FABRICATING, HANDUNG, ERECTING OR INSTALLING ANYTHUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TnaeBuild® Software v5.52.190 REFER TO ALL OF THE INSTHUCflONS, UMITAT1ONS AND QUALIFICATIONS SET 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. Dattsa, IX 75214 1060253 0022/0033 p Rosamond Truss, Inc., Truss: Dl Rosamond, California . JobNan: 16-I410 Buena Vista boll - PH: (661) 256-8575 Designer. TonyFabian web www rosamondtruss corn 04/01/16 11.48:13 Page: 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 BC 16-7 (151) 1.34918, 17.8 (8516 1.5(018, 8.9 8.272 1.5(018, 19-10 (1232 - I.I74Itn I 9588, 3-10 Pt .1.3-018, 4-7 - 5037 -3-t28a - - 4-9 (6034 .42t518n . - Notes I) Unless noted otherwise, do not cut or alter any truss member or plate withouL prior approval from a Professional Engineer. This truss has been designed using die green service reduction factors. - When this truss has been chosen for quality assurance inspection, the Double Polygon Method per ii'l 1.27/Chapter 3 shall he used. The fabrication tolerance for this roof nuns is 10% (Cq = 0.90). - California Girder setback equals 4-10.8, truss spacing behind girder equals2-0-0, there is no secosidgirder setback, end jack type is Open Faced, and thecorner girders are Rafter's. Hanger position is for graphical interpretation only. Hanger shall be specified by truss manufacturer per TPI I. - -, Provide adequate drainage to prevent ponding, - ' - . ,, Brace bottom chord with approved sheathing or purlius per Bracing Summary. - 9)The forces shown for this multi-ply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: l2d Nails orGun Nails lntm .135"x3 1181 1t - I row ,@ 12 moe. BC - .2 staggered rows @ l2isoc,V*bs'I row @ 12innc. Provided the hanger connections do not adequately transfer the applied loud to all plies: in addition to connectors shown above, attach each pair of girder plies with supplemental I2d Nails or Gun Nails [min .135"x3 1/81 as follows within 24" of the location shown: IC: 0-I1-I 1,(3)Couutectors .- IC: 10-3-5,(3)Connectors Connectors shall not encroach oil other girder ply connectors or truss-to-truss connectors in Occordance with the NDS or the connector manufacturer recommendations. 10) When applied loads are on one side of girder, do not flip girder daring girdereonnector installation, install coinectors as the girder side where supported loadsare 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 (indelible the connector spacing). Connectors on opposite sides of the girder shall he offset. I . , , , -. II) Lateral bracing shall be attached to each ply. , . -- - I2) All fasteners min imum2-112" long, tnless otherwise note cL Nails in 1st and 2nd ply shall be offset from successive plies by 112 the nail spacing. Where required, sufficient girder hangers shall be provided (by others) to resist reactions shown. Listed wind uplift reactions based on MWFRS & C&C leading. . '. '• " -. 4. -, • ., ,. S 5' 4 a, - - 8- -% - , C,, •, ' , ' 5 5.. I. - . _'. v -A , ALL PERSONS FABRJCA'IlNG, HANDLING, ERECTING OR INSTALLING ANYThUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TrueBuild® Softnstre v5.5.2.190 REFER TOALL OF ThE INSTRUCTIONS, LiMITATIONS AND QUALIFICATIONS SET FORTH IN ThE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEI'J EAGLE METALCONNECTORS ARE USED.,. . , Dallas, 124 73235 1060253 0023/0033 Rosamond Truss, Inc. Truss: El Rosamond, California JobNanur: 16-1410 Buena Vista Loll - PH: (661) 256-8575 Designer. TonyFabian web: www.rosamondtruss,com Date: 04/01/16 1I:48:15 V Page: 1012 SPAN PITCH QTY OHL OHR 'CANT L CANT R PLYS SPACING WGT/PLY 22-6-11 5/12 1 0-0-0 2-070 V 0-0-0 0-0-0 2 24 in 104 lbs 24-6-11 - 2-2-2 3-7-7 4-9-2 4-9-2 V 377 3-7-7 2-0-0 2-2-2 5-9-9 10-6-11 15-3-13 16-11-4 22-6-11 3.44 - V 13 1 41 V xf-•, 1441Y I 3. l.& . - 4x6- 3588 V V 0-0-0 V 9-99 V 4-9-2 4-9-2 - 0-0-0 7-2-14 5-9-9 10-6-11 15-3-13 22-6-11 All plates shown to be Eagle 20 unless othe'rwise noted. V - Loading (psi) General CS! Summary Deflection V (bc) Allowed, Carried Loads(prt) BldgCode: CBC20t3/ IC: 0.58(5-6) . Vert TI-, 027 in V L/977 (9-10) L/180 itLL: 20 TPI 1-2077 BC: 0.84(7-8) ' Vert LL 013 in L/999 (9-10) -. L/240 TCDL: 16 Rep Mbr Increase No Web 039(2-I1) . HorzlL: ..0.1in 7 V BCLL: 0 LtuitberDVOVL: 125%. V Reaction Summary V - IT Brg Comho Erg \Mdth Rgd Brg lMdth Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max H-'12 1 1.5 in --- 3,352 lbs V •53l 7 I 3.5 in 1.72 in 3,230 lbs V V Material Summary •' - Bracing Summary: it DFL#2 2x 4 it Bracing Sheathed orParlinsat5-3-0,Purtin design byOthers. BC DFL#2 2x 4 .BCBmcing: Sheathed orPurlinsatl0-0-0, Partin design byOthers. \\bbx DFLSlandard 2x 4 Loads Summary I) This suss has been designed for the effects due to l0psfbottom chord live load plus dead loads - V This tress has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input ItO mph (Factored), Exposure C, Enclose Gable/Hip, Risk Category II, Overall Bldg Dims 50 ft x 6011, h = 23 Ii, Not End Zone 'thiss, Both end webs considered, WL = 1.60 Minimum storage attic binding has been applied in accordance with IBC 1607.1 . . 4)A 1,000 thu moving point live load has been applied to the BC concurrent with other dead toads. No. C72517 D ExP-06302016 0 Li,au L4lac LI I V L'.J flAIL Distributed Loads . Member Location I Location Direction Spread Start Load ' End Load Trib\Vidth 'tbp 6-6-6 14-7-0 Down Proj 120 p11 120 plf V Top 0-0-0 6-6-6 Down V Proj 40plf. 40p1f V 'lbp - 14-7-0 24-6-lI Down Proj 40p1f V _40lf - - Point Loads Member Location Direction load TribWidtli V S ibp . 6-6-6 Down V 683 lbs - V ibp 14-7-0 Down V 683 lbs Load Case Dl: Std Deed Load Distributed Loads Member Location I Location Direction Spread Start Load End Lead Trib Width Bat 0-0-0 6-6-6 Down Proj 40plf 40ptf . V ibp 6-6-6 14-7-0 Down Proj - 96plf 96p1f. •., V V Bat 6-6-6 . 14-7-0 Down V Proj - 40p1f V 40 p11 V Bet 14-7-0 22-6-1I Down Proj t 40p11 40 p11. Bet 0-0-0 22-6-Il Down Proj lOplf V . . 10 PIT ' ihp .040 6-6-6 Down Proj 32 p11 V 32 p11 V V 'tbp 14-70 24-6-I1 Down Proj 32 p11 32 p11 Point Loads Member Location Direction Load Trib Width . V 'tbp 6-6-6 Down - 546 lbs ibp - 14-7-0 Down - 546 lbs - V V 'S ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYThUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED 10 TweBuild® Software v5.5.2.190 REFER TOAIL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN 'tilE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. - Dallas. 171 75214 V • ' V ' .- - . 10602530024/0033 4 t. Rosamond Truss, Inc. Truss El Rosamond California JobNanie 16-1410Buen-tVistaLotl PH: (661) 256-8575 - Designer. TotsyFabian - web: www.rosarnondtruss.com Date: 04/01/16 11:48:15 - - , Page: 2of2 SPAN - PITCH QTY 4 OHL - OHR - - CANT L CANT R PLYS SPACING - WGTIPLY 22-6-I1 5/12 1 . i 0-0-0 2-0-0 0-0-0 0-0-0 2 241n 104 lbs Member Forces Summary itun nouns Mniitnn to. CSI. mu axial low. (mneonn. (ow if ilfinint fivniinun mint fow Only (own gnainnihmi 3(064 an nhonvn in this table 951 2-t2 11250 -2,5t7164 4-It it. 151 -149(64. 2-IL' (5587 95495 4.8 (1 -s37t(n - - 3-It. (6149 - 51295 5-8 11i6) 465 b, Notes I) Unless noted otherwise do not cut or alter any uuss member or plate without prior 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 inspection, the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used. 4)0w fabricntinn tsslerance for this roof truss is 10% (Cq = 0.90). California Girder setback equals 8-0-0, trussspacing behind girder equals 2-0-0, the second girder setback equals 4-0-0, end jack type isOpen Faced, and the corner girders are Rafter's. - Hanger position is for graphical interpretation only. Hanger shall be specified by truss manufacturer per 1?! I. Provide adequate drainage to prevent pending. Brace bottom chord with approved sheathing or parliits per Bracing Summary. The forces shown for this multi-ply truss; are per ply arid the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 12d Nails or Gait Nails [min .135"x3 ldi"l TC - I row @ 12 in Ce, BC -1 row @12in or, ,Viirbs-1 row @I2inoe. 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 I2d Nails or Gun Nails [nun .135"x3 I/li"] zs follows within 24" of the location shown: - TC: 6-Et-d,(7)Conneetors TC: 14-7-0,(7)Cotsnectors - - - - - Connectors shall not encroach on other girder ply conneetms or truss-to-truss connectors in accordate with die NDS or the connector nsannfaeturcr recommendations. When applied loads are on one side of girder, do not flip girder daring girderconnector installation, install connectors at the girder side where suppxted loadsare 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 tIm connectors on the opposite side (at double the connector spacing). Connectors on opposite sides of the girder shall be offset. Il) Lateral bracing shall ha attached to each ply All fasteners nsinimum2-l!2"long, unless otherwise noted. Nails in lst and 2nd ply shalllw offset from successive pliesby lt2 the nail spacing. - - r Where required, sufficient girder hangers shall be provided (by others) to resist reactions shown. Listed wind uplift reactions based onMWFRS&C&C loading. 11 9 4- 5 4' 9 ALL PERSONS FABRICATING, HANDLiNG, EREC11NGOR INSTALLING ANYThUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED 10 TrueBuild® Software v5-5.2.190 REFER TALL OF ThE INS11qUCflONS, UMITATIONS AND QUAUFICA11ONS SET FORTHIN ThE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEF1 EAGLE-MErALCONNECTORS ARE USED. - - - Dallas, TX 77271 1060253 0025/0033 it 2-3 (6553 .3122fts - 5-6 11565 .7463164 - - 3.4 0551 -2,6)3 ta 6-7 11392 -1512 Its - 4-5 0574 -0551(64 - - - 7-tI (11142 3210164 0-15 (17141 3.645 Sn -. Ill-il (1795 3.615 Sn 111-12 (17(9 1.90-tIn I A Rosamond Truss, Inc. Truss: E2 Rosamond, California - JobNantr: 16-1410 Buena Vista Lot PH: (661) 256-8575 Designer. Tony Fabian - web: www.rosamondtt-üss,com Date: 04/01/16 11:48:16 - Page: lofl SPAN ,. PITCH QTY OHL OHR CANT L - CANT R PLYS SPACING WGTIPLY 23-2-I 5/12 1 0-0-0 2-0-0 0-0-0 0-0-0 I 24 in 105 Ills 25-2-1 I 3-9-8 4-7-7 5-64 4-7-7 4-7-7 2-0-0 3-9-8 8-4-15 13-11-3 ,, - . 4-24 4.24 18-8-10 23-2-1 TI JJ3X 3- 0-0-0 - .- .. 3-9-8 4-7-7 5-6-4 4-7-7 . - 4-7-7 0-0-0 - 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. - Loading (psf) General CSI Summary Deflection L/ (bc) Allowed Carried Loads (psl) BldgCode: CBC2OI3/ it: 0.40(1-2) VertTL- 0.21 in L/999 (7-8) L/180 - - TCLL: 20 11'l 1-2(8)7 BC: 0.83(7-8) Vert LL 0.12in L/999 (7-8) L/240 - (CDL: 16 Rep Mtw Increase No Vdib: 0.33(5-8) Herz T1-- 0.06 in 6 BCLL: 0 Lumber D.0.L: 125% BCDL: 10 Reaction Summary . . .94/01/ FESS/o iT Brg Combo Brg Vniddi Rgd Brg \Mdth Max React Max Gras Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz H - I I 1.51n --- 1,0751bs. . -761be -761ho -38 Ills 0 * 6 I 3.5 in 1.50 in 1,249Ibs - - - . . -I66lhe -1661bs Material Summary Summary Bracing Summary . -Q7 Z IC - DFL4P- 2x 4 -, - - - ICBracittg: SheathedorPusat3-tO-0,Purlindesigatby0ther No 072517 r- I-fl BCBracing:. Sheathed orPurlinsatl0-0-0, Portia design byOthers. W EXP-06.30.2016 \\bbx DFL Standard 2x4 Loads Summary - - I) This truss has been designed for the effects due to tO psf bottom chord live load plus dead loads. . This truss has been designed for the effects of wind toads in accordance withASCE7 - tO with the following user defused input ItO mph (Factored), Exposure C, Socl d, Cl GablelHip, Risk Category ll,Overall Bldg Dims 5Oftx60ft, h=23 It, Not End Zone Muss, Both end webs considered. [25L= 1.60 OF - , - Minintunt storage attic loading has been applied in accordance with IBC 1607.1 CM..\ 4)A 1,070 lbs moving point live load has been applied to the BC concurrent with other dead loads. Member Forces Summary 35t4o ind6.otos Ments, to. stun CSL nun mist fum. (usa csusw ham ifstflSsnnt Sun nsa nsiot knott. Only (saran gsoatar than Dlhn no shown in this taH IC 1-2 (04m .t.97311x 3-4 am -t.sest 5-6 • am .23071St I 2.3 0343 .t.75.tltxs #5 0.290 .t,29715s -tO 07(9 ott tIn tt-i 0561 1,774ltn (-351St) W16-7 07W lO17I - Is-10H 7.6 083t 5077(5, (Ott ((794 .77415, 05 ft) \VaSt 2-ti 0135 3335u (-ttttw) 34U U 14 370t1w s-n 0335 -WIlls 2-tO 028 -43911x 4-8 0210 536tSt 5.7 0(59 3921St , Notes: I) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer. - This truss has been designed using the green service reduction factors, -- When this truss has been chosen for quality assurance inspection, the Doable Polygon Method per 1iI 1-2077/Chapter 3 shall be used Tile fabrication tolerance for this roof truss is 10% (Cq = 0.90). Hanger position is for graphical interpretation only Hanger shall be specified by truss manufacturer per TI'! I. Provide adequate drainage to present ponding. - Brace bottom chord with approved sheathing or parties 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, - - - - - 4 - ALL PERSONS FABRICATING, HANDUNG, ERECTING OR INSTAU..ING ANY-MUSS BASE)) UPON THIS TRUSS DESIGN DRAWING ARE INSThUCTED1O TrueBuild® Softuare v5.5.2.190 REFER 'TOALL OF ThE INSTRUCTIONS, LIMITATIONS AND QUAUFICATIONS SET FORTH IN THE EAGI.E METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products ThIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNEC1DRS ARE USED. Dallas, TX 75234 1060253 0026/0033 Rosamond Truss, Inc. Truss: E3 - Rosarnond, California JobNanur: 16-1410 Buena Vista intl PH: (661) 256-8575 Designer. Tony Fabian web: www.rosamondlruss.com - Date: 04/01/16 11:48:17 Page: loft SPAN PITCH QTY - OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 23-9-6 5/12 1 0-0-0 2-0-0 0-0-0 0-0-0 - I 24 in 92 lbs 25-9-6 6-11 5-8-2 5-8-2 6-3-14 2-0-0 6-1-4 - 11-9-6 17-5-8 •23-9-6 14 0-0-0 .8-0-0 7-6-12, - 0-0-0 8-2-10 -8-0-0 ' ,: 15-6-12 - 2346 All plates shown to be Eagle 20 unless otherwise noted. Loading (pst) General Cs! Summary Deflection L/ (lee) Allowed TCI.L: 20 BldgCode: CBC20l3/ TC: 0.68(4-5) Vert 1L 0.461n L/606 (5-6) L/ 180 TCDL: 16 11'II-2(X)7 BC: 0.94(5-6) VertLLt 0.33 in L/653 7 L/240 BCLL: 0 Rep Mbr Increase No Web: 0.33(3-6) HorzTL 0.05 in 5 - BCDL: 10 Lumber D.O.L: 125% Reaction Summary - - . 04!o iT Brg Combo I3rg \Mdth Reid Brg \Mdth Max React Max Cmv Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horir I-s 1 1 1.5 in --- I,0)8lbs - . -123 lbs -111 lbs 471bs in in 1,244 lbs lbs lbs 5 I 3.5 1.50 - -211 -211 Material Summary Bracing Summary - -2 - TC DFL#2 2x 4 TCBracmg: Sheathed orPurlinsat3-8-0,Purlin design by Others. - ' No C72517 m BC DFL#IB 2x 4 BC Bracing: Sheathed orPuLinsatl0-0-0,Purlin design byOthers. Webs DFLSlandard2x4 EX) :06302016 .70 Loads Summary - I) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead limits. This truss has been designed for the effects of wind loads in accordance withASCE7 - tO with the following user defined input 110 mph (Factored), Exposure C. End VIt. Gable/Hip, Risk Category II, Overall Bldg Dims 50 fIx 60 fl. h = 23 ft. Not End Zone ihiss. Both end webs considered. DDL= 1.60 - Minimum storage attic loading has been applied in accordance with IBC 16(Y7.1 - F CM- A 1,000 lbs moving point live load has been applied to the BC concurrent with other dead loads. / Member Forces Summary mun in6cni-. Mania 11),noaCSI, nssa axial fm nwscmrp. ian if s511tnvn1 hsmnoaaxial 0). Onlyfowm mtnrIhan lUto no shown in Ibis TC It-a 0551 -Zt49ltv - 13-4 0426 .t.tto' I I - I - WON I an Issue -'It no i '-'--"' " am k--q— - yam, an., ,= •-n ,n,,,y Notes: ' I) Unless noted otherwise, do not cut or alter any truss member orplatc without prior approval front a Professional Engineer. 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 11a1 1-2007/Chapter 3 shall be used. 'The fabrication tolerance for this roof truss is 10% (Cq = 0.90). Hanger position is for graphical interpretation only. Hanger shall be specified by truss manufacturer per TPI I. Brace bottom chord with approved sheathing or purlius per Bracing Summary. :-- Where required, sufficient girder hangers shall be provided (by others) to resist reactions shown. Listed wind uplift reactions based OIIMWFRS & C&C loading, ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYThUSS BASED UPON ThIS TRUSS DESIGN DRAWING ARE INSThUCThD 10 TnaeBuild® Software v5.5.2.190 REFER TALL OF TI-1E INSTRUCTIONS,LIMITATIONS AND QUAUFICA11ONS SET FORTHIN THE EAGLE METAL PRODUCT'S DESIGN NOTES ISSUED WITH Eagle Metal Products ThIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. - 0-sOns, TX 75234 1060253 0027/0033 I Rosamond Truss, Inc. , Truss: E4 Rosamond, California iobNan-m: 16-1410 Buena Vista Lotl PH: (661) 256-8575 - Dcsigher. Tony Fabian web: www.rosamondtruss.com Date: 04/01/16 11:48:18 Page: lofl SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 24-0-0 5/12 1. 2-0-0 2-0-0 0-0-0 0-0-0 1 24 in 1061bs 28-0-0 2-0-0 4-7-7 4-7-7 5-6-4 4-7-7 4-7-7 2-0-0 4-7-7 ' 9-2-14 14-9-2 19-4-9 24-0-0 4-24 4-24 0-0-0 0-0-0 5-6-4 I 77-7 9-2-14 - - 14-9-2 19-4-9 - 24-0-0 All plates shown to be Eagle 20 unless otherwise noted. - - Loading (psf) General CSI Summary - Deflection L/ (bc) Allowed - Carried Loads (pe0 BldgCode: CBC20I3/ 'It: 0.31(2-3)' Vert TI_' 0.23 in L/999 (8-9) L/ 180 itl.L: 20 TPI 1-2077 BC: 0.84(7-8) VcrtLLz 0.I2in L/999 (8-9) L/240 itDL: 16 Rep Mbr Increase No Web: 0.33(5-8) Horz IL:- 0.07 in 6 - BCLL: 0 LumbcrD.O.L: 125% BCDL: 10 - - Reaction Summary - . Iu2 IR s/o,N IF Brg Combo Brg \Whln Rgd Erg \Mdth Mix React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Hone o N. H E&A I I 3.5 in 1.50 in 1,282Ibs1 . -. -1541la -I54lbs 6 I 3.5 in 1.50 in 1,2821bs - . -1541bs -I541bx - A, 'li,:) 0 Material Summary - - BracingSummaty - 5 I0 C72517 r" it DFL#2 2x 4 . IC Bracing: SheathedorPurlinsa13-9-0,Punlin design byOthers' W m BC DFL#2 2x 4 BC Bracing: StseathcdorPurlinsatl0-0-0,PurlindesignbyOthcrs. D EXp06.30.2016 \\blss DFLStandard 2x 4 Loads Summary l) This truss has been designed for the effects due (o I0psf bottom chord five load plus dead loads. ,. Vfl.- This truss has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input 110 tiph (Factored), Exposure C, Enc d, - GableHp, Risk Category 11, Overall Bldg Dims 50 ft x 60 It, h = 23 ft, Not End Zone Thuss, Both end webs considered. IX)L= 1.60, F cM- Minimum storage attic loading has been applied in accordance with IBC 16037.1 4)A 1,070 lbs moving point live load has been applied to the BC concurrent with other dead loads. Member Fnre'ee Siimmriry 't596, inOcasy Mantac tO am CxL ma nxiatfava. trans crnran. (am i(stltsnnat Isarn nun mint (nl Only faws anatan than 321hs we shonn'n in this table. it 14 0584 -2.388 IN - 4-5 (13(0 -1.964(96 2-3 (1312 -(.007 tin 5-6 11259 -3-359196 3-4 0.296 -((02(96 102 6-2 (1718 2,153196 0-9 0741 1.681196 lOt (17(8 3-152196 7-0 (1001 3-173196 0-10 0.103 3-152196 55196 2-10 (1(58 589 Its 3-9 0196 4(1(Its 5-8 (1327 -WI Its 2-9 (1325 -007196 4-8 1121$ 537196 - 5-7 009 396196 Notes: 4 I) Unless noted otherwise, do not cut or alter any tntss thember or plate without prior approval from a Professional Engineer. - 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 ii'l 1-2077/Chapter 3 shall be used. The fabrication tolerance for this roof truss is 10% (Cq = 0.90). . Provide adequate drainage to present pending. Brace bottom chord with approved sheathing or purlins per Bracing Summary -- Listed wind uplift reactions based onMWFRS & C&C loading. ALL PERSONS FABRICATING, HANDUNG, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TroeBuild® Softuare v5.5.2. 190 REFER bALL OF THE INSTRUCTIONS, UMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NCYFES ISSUED WITH Eagle Metal Products THIS DESIGNANI) AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNEC1DRS ARE USED. Dallas, TX 753-34 - - - - - 1060253 0028/0033 3 I Rosamond Truss, Inc. - Truss: E5 Rosarnond, California JobNaztw: 16-1410 Buena Yislalotti PH: (661) 256-8575 Designer. TonyFabian - web: www.rosamondtruss.com - 04/01/16 11:4820 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 24-0-0 5/12 1 2-0-0 • 2-0-0 0-0-0 0-0-0 2 24 in 95 lbs - 28-0-0 ' 2-0-0 7-2-14 4-9-2 4-9-2 7-2-14 2-0-0 - 7-2-14 12-0-0 16-9-2 24-0-0 3-4-4 3-4-4 I- 0-0-0 0-00 0-00 7214 492 492 7214 7-2-14 12-0-0 - 16-9-2 24-04) All plates shown to be Eagle 20 unless otherwise noted. - - - - Loading (pst) General - CSI Summary -- Deflection L/ (bc) - Allowed Carried Loads (pofl BldgCode: CBC2OI3/ 'It: 0.60(1-2) - WrITU 0.36 in L/775 7 L1180 TELL: 20 TPI I-27 - BC: 0.60(8-I) • ; VcrtLL Ohm L/999 7 L1240 1tDL: 16 Rep Mbr Increase No Web: 0.23(4-6) - -HorzlL: 0.I2n .5 BCIL: 0 Lumber D.O.L: 125% BCDL: tO - ui ESS/0 - - - Reaction Summary IT Brg Coittbo Org \WJth RgdRrg\Mdth Mix React Max Gras Uplift Mx MWFRS Uplift Max C&C Up? ft Max Uplift Max Hour fO IV\\ Materia1Summiy - Bracing Summary No. C72517 t 'IC DFL#22x4 'ItBracing SheathedorPsat5-6-0,Purlin design by011ters. c Exp-06.30.2016 0 BC DFL#2 2x 4 - BC Bracing: Sheathed orPurlinsatlO-0-O,Purhin design byOthers. ebs DFLSwndard2:4 - W Loads Summary This truss has been designed for the effects due to I0pufont chord five load plus dead loads. . VIL This truss has been designed for the effects of wind toads in accordance withASCE7 - to with the following user defined input 110 tuph (Factored), Exposure C, Eutel d, - Gable/Hip, Risk Category II, Overall Bldg Dims 50ftx60ft, h= 23 ft. Not EndZone lhis Both end webs considered. WL= 1.60 5 F CM- 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 loads. - - Load Case LA: Sid live Load Distributed Loads Member Location I Location Direction Spread Start Load End Load Trib\Vidth Top - 7-1I-I1 16-0-5 Down Proj 120 ptf 120 plf - Top - -2-0-0 7-I1-I1 - Down - Proj doplf 40plf - TOP - 16-0-5 26,0-0 Down Proj 40plf . 40p16 x - Point Loads - - Member - Location Direction Load Trib Width - - lOp 7-I1-I1 Down .683 lbs lOp 16-0-5 Down 6831 bs Load Case Dl: Std Dead Load Distributed Loads * , • - - .. - - Member Location I Location 2 Direction Spread Start Load End Load Trib'*Vidth Bet 0-0-0 7-I1-1I Down • Proj 40plf 40p1f TOP 7-1I-I1 16-0-5 Down Proj • 96p16 96p11 001 • 7-I1-I1 16-0-5 • Down Proj , 40p1f 40p1f - - Bot 16-0-5 2440 Down Proj 40plf 40plf 601 0-0-0 24-0-0 Down Proj lOplf lOpIf Top -2-0-0 7-1I-I1 Down - Proj 32p1f 32p1f • lOp . 16-0-5 26-0-0 Down Proj - •. 32p1f 32p16 - Point Loads S - - • S - Member • Location Direction Load - Trib Width TOP 7-I1-I1 Down 546 lbs • . - lop 16-0-5 • Down - 546 lbs - • - - . - - Member Forces Summary • 15b34 initcatex. Menitci tO. omCSL olin aoialtavc. )nuscain. tarn if iSilonni fiunoanaxial fare). Ooty farm gixainrthan 54Rs mx shown in Lh is taUa. TC -2 0612 -3,761 is 3-4 0545 -3.465 is 2-3 (5546 -3,4721tx 4-5 (1612 -3.76115s ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED 10 ftu TrueBuild® Soare v5.5.2.190 REFER TOAU OP ME INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products ThiS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. . Dallas. DC 75234 63w 4 • • - -• - - 1060253 0029/0033 4 Rosamond Truss, Inc. , Truss: E5 Rosamond, California JobNante: 16-1410 Buena Vista Loll. - - PH: (661) 256-8575 Designer. Tony Fabian web www.rosamondtruss.com Date 04/01/16 114820 Page: 2of2 SPAN PITCH QTY OHL OHR CANT L - CANT R PLYS SPACING WGT/PLY 24-0-0 5/12 1 2-0-0 2-0-0 0-0-0 0-0-0 2 24 in 951bs W 5-6 ado 14It61tu (v7 (Inn 4.W6I 7-0 um 1b, 8-I 11(03 3.465I ((ton 2-0 1234 Itn 1-6 (1123 -74811n - - 3-5 0121 -740Itu 4-6 (5234- 5771tu Not: -. - - I) Unless noted otherwise, do not Cut or alter any truss member or plate without prior approval from a Professional Engineer. -- - This truss has been designed using the green service reduction factors. - When this truss has beesi chosen for quality assurance inspection, the Double Polygon Method per TPI I-20()7/Chapler 3 shall be used. - The fabrication tolerance for this roof truss is 10% (Cq = 0.90). California Girder setback equals 8-0-11 truss spacing behind girder equals 2-0-0, the second girder setback equals 440, end jack type is Open Faced, and the corner girders are Rafters. Provide adequate drainage to prevent pending. - - Brace bottom chord with approved sheathing or purlins per Bracing Summary. - The forces shown for this multi-ply truss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows, per ply: 12d Nails or Gun Nails [min .135"s3 I/li") it - I row @ 12 inor, BC -1 row @ 12inoc,Webs- l row @ 121nor. - - 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 [nun .I35"s3 1I8'J as follows within 24" of the localism shown.- . . i'C:7-ll-II,(7)Connectors it: 16-0'5,(7)Connectors - Connectors shall not encroach on other girder ply connectors or truss-to-truss connectors in accordance with the NDS or the connector manufacturer recommendations. - - When applied loads are on one side of girder, do not flip girder during girder connector installation, install connectors onthe girder side where supported bonds are 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 connector spacing). Connectors on opposite sides of the girder shall he offset Lateral bracing shall be attached to each ply. - II) All fasteners minimum 2- t/2 long, unless otherwise rusted, Nails in 1st and 2nd ply shall be offset from successive plies by 112 the nail spacing. Listed wind uplift reactions based on MWFRS & C&C loading. ' - -,- - ,-- • * - ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTEUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTEUCTED 10 TnjeBuild® Software v5.5.2.190 REFER TOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED\VITH Eagle Metal Products THIS DES IGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. - - Dallas, 174 75234 - - - 1060253 0030/0033 4- Rosamond Truss, Inc. Truss: F! - Rosamond, California .- iobNanie: 16-1410 Buena Vista Lotl PH: (661) 256-8575 DCSigtier. Tony Fabian - web: www,rosarnondtruss.àom - - - 04/01/16 11:4821 SPAN PITCH QTY OHL OHR CANT CANT R PLYS SPACING WGT/PLY 12-9-8 5/12 1 1-6-0 1-6-0 0-0-0 -- 0-0-0 2 24 in 42 lbs - 15-9-8 1-6-0 6-4-12 6-4-12 1-6-0 6-4-12 - - 12-9-8 0-0-0 - . 0-0-0 6-4-12 I - 64-12 64-12 12-9-8 All plates shown to be Eagle 20 unless otherwise noted. - - - - Loading (pst) General CSI Summary Deflection L/ r . (bc) Allowed Carried Loads (psl) BldgCode: C8C2013/ it: 0.27(2-3) Vert n-- 0.14in L/999 (34) L/180 - 1tLL: 20 TN 1-2(0)7 BC: 0.54(3-4) Vert LL 0.09 in L/999 (3-4) L/240 1'CDL: IS Rep Mbr Increase No Web: 0.13(2-4) , Herz TL 0.02 in ,' 3 BCLL: 0 Lumber D.O.L: 125% - - BCDL. 10 ØESs Reaction Summary iT Brg Combo Brg \Mdih RgdBrgvsldth Mrs. Revel Mix Gr-iv Uplift Mix MWFRS Uplift M'ix C&C Uplift Max Uplift Max Hoon (O Material Summary - Bracing Summary LLj No. C72517 r- IC DFL#2 2x 4 - IC Bracing: Sheathed orPurlinsat&3-0,Purlin design by0therx. Exp-06.30.2016 BC DFL#2 2x 4 " - - - BCBracinE -SbeathedorPurlinsstt0-0-0,Purlin design byOthers. Webs DFL Standard 2 x 4 - Loads Summary This tiuss has been designed for the effects due to l0psf bottom chord five load plus dead loads. Cl 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. Ettel OF CM. Gablell-lip, Risk Category II, Overall Bldg Dims 50 ft x 60 ft, h= 23 ft. Not End Zone TIms& Both end webs considered. WL= 1.60 Minintwn storage attic loading has been applied in accodance with IBC 1607.1 A 1(88) lbs moving point live load has been applied to the BC concurrent with other dead loads. Load Case Lrl: Sid live Load Distributed Ls.is.tds . . Member . Location I Location 2 Direction Spead Start Load End Load Trib\Vidth lisp -1-6-0 • t4-3-8 Proj 40 pit 40p11 Point Loads . Member Location Direction Load Trib Width - 'lisp 6-4-12 Down 477ll, Load Case Dl: Std Dead Load Distributed Loads Member Location I Location 2 Direction Spread Start Load End Load lribWidtlt lisp -1-6-0 14-3-8 Down Proj - 32p1f 32p1f - Bot 0-0-0 12-9-8 Down - Proj 41.98p11i . 41.98p11 - Point Loads Member Location Direction . Load Trib Width lisp 6412 Down 382 Has - , . • . Member Forces Summary 't55k iuitcotrs: Mmdxix to. mx Cat. mx nout lava. loan onipr. fiwa if itifomi fun nyu onint low). Only tinvnn gloater than ]s nix shinan in liii talk. 'IC -2 527t .t,t271hi 2-3 027t .t.t2711x tiC 34 054t- .15341k At 054t .0341k - 34,-k 124 0,125 3tulk Notes: . . -. . I) Unless noted otherwise, do not cut or alter any truss ttiettsber or plate without prior approval fruits a Professional Engineer. a This truss has been designed using die green service reduction factors. - . When this truss has been chosen for quality assurance inspection. the Double Polygon Method per li'l 1-2077/Chapter 3 shall be used. The fabrication tolerance for this roof suns is 10% (Cq = 0.90). Terminal Hip Girder setback equals 6-4-12, truss spacing behind girder is 2-0-0, and the corner girders are Rafter's. Brace bosom chord with approved sheathing or pnrlins per Bracing Summary. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYIRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED 10 TnseBuild® Software v5-5.2.190 REFER TOALL OF THE INSTRUCTIONS, UMIT4.TIONS AND QUALIFICATIONS SEF FORTH IN ThE EAGLE METAL PRODUCTS DESIGN NOTES ISSUEDWITH Eagle Metal Products ThIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEFALCONNECTORS ARE USED. Dallas, TX 75234 10602530031/0033 Rosamond Truss, Inc. Truss Fl Rosamond, California JobNa: I6-14I0 Buena Vista t1 -. PH: (661) 256-8575 Dcsigiicr. TonyFabian - . - - web: www.rosamondiruss.com - Date: 04/01/16 11:48:21 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 12-9-8 5/12 1 1-6-0 1-6-0 0-0-0 0-0-0 2 241n 421b5 The forces shown for this muhi-ply truss are per ply and the reactions are for all plies. Two identical trusses shall he built and attached as follows, per ply: 12d Nails or Gun Nails [mm .I35's3 /8'] 'IC - 1 row (8 12 in cc. BC -! row@12inst,Webs-lrow@12inoc. 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 12r1 Nails or Gun Nails [loin .135x3 1/8"1 as follows within 24" of the location shown:- S it:64-12,(5)Conrstctres Connectors shall not encroach on other girder ply connectors or truss-to-truss connectors in accordance with the NDS or the connector manufacturer recommendations. When applied loads are on our side of girder, do not flip girder during girder connector installation, install connectors on the girder side where supported loads are 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 connector spacing). Connectors on opposite sides of the girder shall be offset. Lateral bracing shall he attached to each ply. All fasteners minailunt 2 12 long, usless otherwise noted II) Nails in Istaud 2nd ply shall be offset from successive pliesby 1/2 the nail spicing. - 12) Listed wind uplift reactions based on MWFRS & C&C loading. ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANYTEUSS BASE!) UPON THIS TRUSS DESIGN DRAWING ARE INSiRUCThO'IO, TnseBuild® Softietre v552. 190 REFER bALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products THIS DESIGNAND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. Dattaa, 17C 75234 1060253 0032/0033 'S S 0co ZLJ QD CD a. 0 I') >0O 00<0 U >00k— Li Z < < Li 0 a cc (.) Lu 0 () QC/) IH- H-I H-I I Ni Mi Mi ,- CONNECTOR ON /HEADSIDE () 6d MIN 6d MIN 3-PLY 2-PLY 2-PLY MIN (12w, 3') <= SPACING <= 24' GENERAL NOTES - EDGE DISTANCE AND SPACING SPACING BETWEEN STAGGERED ROWS IS 64; NAILS MAY NOT BE WITHIN EDGE LIME SPACING OF NAILS IN A ROW IS 124 END DISTANCE IS I5d; IN ADDITION TO NOTE #2, NAILS MAY NOT BE WITHIN END DISTANCES FROM END OFTHE BOARD WHEN 3-PLIES ARE USED, INSTALL NAILS INTO 2-PLIES WITH 2o THE NAIL SPACING: THEN ADD THIRD PLY WITH 2. NAIL SPACING RECOMMEND I ROW FOR 2x4,2 ROWS FOR 2x6& 2x8.3 ROWS FOR 2x 10 & 2o1 2 IF TRUSSES ARE SUPPORTED ON BOTH SIDES. DOUBLE THE SPACING AND ALTERNATE HEADS OF NAILS ON OPPOSING SIDES. UI I CL MIN LL N 84x23 BOX 0.1200 GUN (3' MIN) 10,i2 BOX or 8d COMMON ° IN BOX 124 COMMON OR 204 BOX 164 COMMON SP SPF SP SPF OPP OP SPF OP SPF -°°'. 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-FLY 2-PLY 3-PLY 2-PLY Y 2-PLY 3-PLY 2-PLY 3-PLY 2-PLY 3-PLY 500 4 5 5 6 3 4 4 5 3 4 3 5 2 3 3 4 2 3 3 3 2 2 2 3 .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 0 13 6 8 8 10 5 6 6 8 2.000 14 19 19 25 II IS 14 19 II 14 14 1$ 9 12 13 II 8 10 10 13 6 9 8 II 2.500 8 24 23 31 14 19 18 24 13 18 II 23 II 5 16 22 tO 13 13 II 8 II 10 14 3Q90 21 29 28 37 17 22 22 29 16 21 21 28 13 18 19 26 12 16 IS 20 10 13 13 Il 3,500 25 33 32 43 20 26 25 34 19 25 24 32 IS 21 23 30 14 18 18 23 II IS 15 19 4Q 29 38 37 49 22 30 29 39 21 29 28 37 18 24 26 34 16 21 20 27 13 17 II 22 4500 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 36 48 46 62 28 37 36 48 '27 36 35 46 22 29 32 43 20 26 25 33 16 22 21 28 5,500 39 52 51 68 31 41 40 53 29 39 38 5) 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 53 27 35 39 52 23 31 30 40 19 26 23 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 65 31 41 45 60 27 36 35 47 23 30 29 39 7590 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 58 77 43 57 55 74 35 47 52 69 31 42 40 53 26 35 33 44 8,500 61 81 79 105 45 64 62 82 46 61 59 79 38 50 55 73 33 44 43 57 28 37 35 47 94)00 64 86 83 III 51 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 - 40 53 10.000 71 95 93 123 56 75 72 97 54 II 69 92 44 59 65 86 39 52 50 67 32 43 41 56 p =P/70/2 2P/70/3 P154/2 2P/54/3 P189/2 2P189/3 P/69/2 2P169/3 P/93/2 SF19313 P/72/2 2P/72/3 P/11312 2P/l 13/ P177/2 2P/77/3 P/128/212P/12n= 2P/I00I3 P/15-412 2P/I54I P112012 2P/I20/3 NAIL TYPE NAIL CHARACTERISTICS EDGE MIN SPAC G END 8d BOX (0.II30x2.5") 3/4 I 3/8 I 314 lOd BOX (0.I280'xS.0) 7/0 I 5/8 2 I2d BOX (0. 1280"x3.25") 7/8 I 5/8 2 164 BOX (0. 1350"x3.5") 118 I 5/8 21/8 204 BOX (0.I480'o4') I I 7/8 2 1/4 84 COMMON (0.13 Iø"x2.5') 1/8 I 5/8 2 lOd COMMON (0. 1480"0.0") I 7/8 21/4 124 COMMON (0. 1480".3.25") I I 7/8 21/4 I6d COMMON (0.I62øx3.5) I 2 21/2 0.I20"o2.5' GUN 3/4 I /2 I 7/8 0.I3Ix2.SGUN 7/8 I 518 2 0.120"x3.0" GUN - 3/4 I 1/2 I 7/8 0.I3Ix3.0GUN 7/8 I 5/8 2 6d 2dMI 6dMIN 1 GeoTek, Inc 1384 Poinsettia Avenue Suite A Vista. CA 9208 1.`950S". (760) 599 0509 Office (760) 599 0593 Fax wwwgeotekusa corn September 2, 2015 PN 3438-SD3 Mr. William King 5120 Avenida Encinas Suite 100• Cit 20/5 Carlsbad, California 92008 -I Subject: Report Of Geotechnical Testing and Observation N Grading for Parcels I through 4, King Property 1600 Buena Vista Way Carlsbad, California Dear Mr. King, In accordance with your request, GeoTek, Inc. is pleased to provide herewith the results of our geotechnical testing and observation services during regrading associated with grading for Parcels I through 4 of.the King Property at 1600 Buena Vista Way, Carlsbad, California. Construction Summary This report is limited to grading of the subject building pads. Grading was performed in accordance with the recommendations provided in GeoTek's prior report (References I and 2) and in substantial conformance with the project Grading Plan (Reference 3). Grading consisted of removal of loose surficial soils to expose the underlying dense paralic deposits. With the exception of the slope ascending at the rear and side of Parcel I all areas are engineered fill. Fill material was derived from the cut areas on site and also from the removal of surficial soils. Import was also used tp obtain the planned grades. Field density and laboratory test results indicate that ther fill materials were compacted to a minimum of 90 percent relative compaction at the locations tested. The field density test results are included in Table 2. The approximate locations of the field density tests related to the grading for the subject lots are shown on Figure I. It should be noted that the finish grades vary slightly fro that indicated as the private storm drains systems on the lot pads were eliminated and the lot pad were graded to drain! GEOTECHNICAL I ENVIRONMENTAL I MATERIALS All material herein © 2015 Geolek, Inc. All Rights Reserved pic Mr. William King September 2, 2015 Report of Geotechnical Testing and Observation Project No. 3438-SD3 Parcels I through 4. King Property Page 2 Field Testing Our field density testing was performed in general accordance with ASTM Test Method D6983. Our field density testing program was conducted as follows: Field density tests were taken at periodic intervals and random locatins to check the compaction efforts by the contractor. Visual classification of the soil in the field, compared to the soil descriptions from the laboratory testing, was the basis for determining the maximum density and optimum moisture content applied to each field density test. Laboratory Testing The laboratory testing pertinent to field density tests is the Moisture-Density Relationships for the various soils encountered: The laboratory maximum dry density and .optimum moisture content for soil types tested were determined in general accordance with test method ASTM D 1557. Laboratory test results are presented in Table .1. Conclusions : It is our professional opinion that the site is suitable for the intended use provided that site construction and future maintenance is performed in accordance with,the, recommendations presented herein and in the reference reports. Based on the results of the above testing and observations, we conclude that the recommendations included in the approved soils engineering report remain applicable. Recommendations Any additional grading or construction on the site should be done in accordance with the currently applicable codes and standards. Recommendations should be sought from the Geotechnical Engineer prior to additional grading. Respectfully submitted, GeoTek, Inc. Mr. William King September 2, 2015 Report of Geotechnical Testing and Observation Project No. 3438-SD3 Parcels I through 4. King Property Page 3 LIMITATIONS Cuts fills and processing of original ground under the purview of this report, have been completed under the observation of, and with selective testing by GeoTek, Inc. and are found to be in compliance with the approved soils engineering report and applicable provisions of the current California Building Code (CBC); Our field density testing and observation services during building pad grading followed generally accepted professional engineering practices and no further warranty is implied nor made. This report is subject to review by the controlling authorities for this project. GeoTek, Inc. accepts neither responsibility nor liability for work, testing, or recommendations performed or provided by others. We appreciate the opportunity to be of service on this project. Please contact the undersigned if you have any questions. Timothy E. Mtcalfe, CEG 1142 -, ris E. Lilback CE 35007 Principal Geologist Senior Project Engineer Enclosures: Selected References Table I Laboratory Test Results Table 2 Summary of Field Density Test Results Figure I Density Test Location Plan Mr. William King 0 -September 2, 2015 Report of Geotechnical Testing and Observation Project No. 3438-SD3 Parcel 1-4 King Property References Selected References: "Geotechnical Update and Plan Review, Proposed Parcel Map Residential Lot, TPM 13-02 Carlsbad, California" By GeoTek, Inc. "Preliminary Geotechnical Evaluation, Proposed Parcel Subdivision, Buena Vita Drive (sic) and James Drive, Carlsbad,. California", By GeoTék, Inc. dated November 19, 200(PN 2643-SD "Grading Plans for The King Property, 1600 Buena Vista Way" in City of Carlsbad, by 'The Sea Bright Conpany" dated 7-21-15 0 - - Soil Description Maximum Dry Density (pd) Optimum Moisture (% H20) A Red Brown fine to medium, Silty Sand 133.0 8.5 B Red Brown, fine to medium, Silty Sand (import) 1.26 .0 10.5 GeoTek, Inc. 9/4t2015 NAME IN CAPS ITALICS. No.: 2 -SD3 Grading Project Job Name Location, CA Page 1 of 3 TABLE I SUMMARY OF FIELD DENSITY TESTS Template DATE ext -r 0. N Location Content Lot No. ta 0. levi sPth Moisture (O, Dry Density oli ype Maximum Density (n.-r last Type J Reis Iva Compaction (°A 10/02/14 1 L0 2 Eect Sit, p. K0 Ste 12+50 2 - 157.0 10.7 121.9 A 133.0 N 92 2 L0 2 East S00 K0 Ste 12+25 2 - 158.0 9.0 129.0 A 133.0 N 97 3 Let 2 E0t Siop. Kay St,. 11+75 2 - 160.0 9.6 1 129.6 A 133.0 1 N 97 4 Lot 3 East Siepc Key Ste 11+50 3 - 160.0 8.8 128.3 A 133.0 N 96 5 Let 3 East Siopo Key Ste 11+00 3 - 163.0 9.8 127.2 A 133.0 N 96 6 Lot 3 East S100 Key Ste 10+56 3 - 164.0 10.1 126.7 A 133.0 N 95 10/03/14 7 Proposed Lown Area NE or EctHoree XX - 182.0 9.4 120.2 A 133.0 N 90 8 Propotod Le-n Arox NE or EetHo,eo XX 182.0 8.6 118.1 A 133.0 N 90 9 Lot 2 Suepe F1 Ste 11+95 2 - 164.0 8.6 121.7 A 133.0 N 92 10 Let 3 Siope F1ii Ste 11+14 3. - 165.0 8.1 125.2 A 133.0 N 94 10/06/14 11 Let 3 South Section : 3 - 162.0 9.6 122.7 A 133.0 N 92 12 Lot 3 So uth Soction . 3 - 162.0 8.7 123.5 A 133.0 N 93 13 Let 3 Middle Section 3 - 163.0 9.6 124.5 A 133.0 NJ 94 14 Lot 3 North Section 3 - 163.0 8.9 125.1 A 133.0 N 94 15 Lot 3 North Section 3 - 164.0 8.8 122.3 A 133.0 N 92 16 1L.t 3 Sweet Soeten 3 - 165.0 8.9 125.8 A 133.0 N 95 17 Lot 3 North Section 3 - 165.0 9.1 125.1 A 133.0 N 94 10/07/14 18 Let 3 Southeast Section 3 - 165.0 . 9.4 124.2 A 133.0 N 93 19 Let 3 Middio Section 3 - 165.0 9.3 125.4 A 133.0 N.. 94 20 Lot 3 Middle Section 3 - 166.0 8.9 122.8 A 133.0 N 92 22 Lot 3 North Section 3 - 167.0 9.4 124.0 A 133.0 . N 93 10/08/14 23 Lot 1 East Section 1 - 167.0 8.8 1 121.9 A 133.0 .N 92 24 Lot 4 East Section 4 - 169.0 8.7 120.6 A 133.0 NJ . 91 25 L01E0 st Section 1 - 170.0 9.2 122.7 A 133.0 N 92 26 L04EestSection 4 - 172.0 9.4 123.9 A 133.0 N 93 10/09/14 27 Lot 4 North Section 4 - 176.0 9.8 122.6 A 133.0 N 92 28 Lot 4 MiddioSection 4 - 176.0 9.6 123.8 A 133.0 N 93 29 Lot 4 East Section : 4 - 177.0 9.4 124.1 A 133.0 N 93 30 L04ScutnSection 4 1 - 177.0 9.8 125.1 A 133.0 N 94 31 L04W05 Sectien 4 - 178.0 8.9 123.1 A 133.0 N 93 32 Lot 4W0Section 4 - 180.0 9.2 122.1 A 133.0 N 92 33 Lot 4SeuttoestSection 4 - 180.0 9.7 124.7 A 133.0 N 94 10/10/14 34 Lot 4 West Section 4 - 180.0 9.9 125.7 A 133.0 N 95 35 Lot 4 West Section 4 - 180.0 9.4 124.2 A 133.0 N 93 36 L04w05Section 4 - 181.0 8.9 123.8 A 133.0 N 93 10/15/14 37 L04w0Sectien 4 - 180.0 9.2 120.9 A 133.0 N 91 38 Wost 4 - 180.0 8.9 125.8 A 133.0 NJ 95 39 Lot 4w0Seetien 4 - 181.0 9.1 122.7 A 133.0 N 92 40 Lot 4w0 Section 4 - 181.0 9.2 123.1 A 133.0 N 93 10/16/14 41 L04w05Scetien 4 - 182.0 10.2 125.4 A 133.0 N 94 42 West 4 - 182.0 9.1 120.7 A 133.0 N 91 43 Lot 4 East Section 4 - 182.0 10.4 124.6 A 133.0 N 94 44 Lot 4NoreeestSectien 4 - 182.0 10.3 125.2 A 133.0 N 94 10/17/14 45 L01NorthScctien 1 - 170.0 10.1 124.6 A 133.0 N 94 46 L01WcstSectien 1 - 169.0 9.7 122.1 A 133.0 N 92 47 Lot South Section 1_ - 170.0 9.9 125.7 A 133.0 N 95 48 ILot 1 East Sectien 1 172.0 11.1 126.7 A 133.0 N 95 Note: N = Nuclear Guage Test FG = Finished Grade Test All elevations are approximate NAME IN CAPS ITALICS. GeoTek, Inc. 9/4/2015 Job Name Grading Project No.: 2 -SD3 Location, CA Page 2 of 3 TABLE I SUMMARY OF FIELD DENSITY TESTS Template DATE T05 N0. Location L05 N0. S0 N0. E/ D0 00 50 Moisture Content Dry D0051 S0ii T0 Maximum Density T05 T0 Rai 0100 Com paction (%L.- 10/20/14 49 Lot 1 West Section 1 172.0 8.9 125.1 A 133.0 N 94 50 Lot 1 Middle Section 1 - 173.0 8.8 124.7 A 133.0 N 94 51 Lot 1 East Section 1 - 173.0 9.2 123.8 A 133.0 N 93 52 Lot 1 Middle Section 1 1- 174.0 9.1 124.9 A 133.0 N 94 10/21/14 53 Lot 2 North Section 2 - 160.0 9.2 122.9 A 133.0 N 92 54 Lot 2 South Section 2 - 161.0 9.4 124.2 A 133.0 N 93 55 Lot 2 Middle S00t00 2 - 161.0 9.5 125.7 A 133.0 N 95 56 Lot 2 S00t00 2 - 160.0 8.3 120.2 A 133.0 N 90 57 Lot 2 Middle Section 2 - 161.0 8.7 122.8 A 133.0 . N 92 58 L00 2 North 2 - 162.0 9.3 119.2 B 126.0 N 95 59 Lot 2 West S00t00 2 - 163.0 10.2 118.1 B 126.0 N 94 60 Lot 2 South Section . 2 - 163.0 10.4 119.4 B 126.0 N 95 10/22/14 61 Lot 2 E000 Socten 2 - 163.0 8.6 126.5 A 133.0 N 95 62 L00 3 MIddle S00,,, 3 - 167.0 7.9 120.5 A 133.0 N 91 63 L00 4 Middle Soctio, 4 - 182.0 8.2 125.8 A 133.0 N 95 64 L00 1 Middle S00t0,, 1 - 174.0 8.0 122.9 A 133.0 N ,92 10/23/14 65 L00 2 W000 Soctior, 2 - 163.0 9.8 124.4 A 133.0 N 94 - 66 IL.t 2 W0 S.ct,on 2 - 163.0 9.4 125.1 A 133.0 N 94 67 L00 2 West S00t0,, 2 - 163.0 8.7 121.9 A 133.0 N 92 10/24/14 68 L00 1 Driveway 1 - 171.0 9.6 122.8 A 133.0 N 92 69 Lot 2 West Section Morn T00 2 - 171.0 9.6 122.8 A 133.0 N 92 70 L00 2 W000 Seotion@ T00 or slope. 2 - 163.0 9.4 123.7 A 133.0 N 93 71 L00 1 Drivoway 1 - 169.0 8.5 124.1 A 133.0 N 93 Note: N = Nuclear Guage Test FG = Finished Grade Test All elevations are approximate 4 2 9 4 4 I I te 11 4 41 VD1 I •6 4 ' ) #A sy \ \' I .5 2 Ii I CT L4O ,'4' 4,1 1 I CD kN I 'X~ % '._ w co "N'.-i-11, A AA 1,14 14 622 .20 ell 32 4,1 1.7 vi LEGEND 15( REMOVAL BOTTOM LOCATION, Al 1 Al CD LIMITS OF FILL THIS REPORT a.. .. ,. 6 C 2 - -6. -. - . ---- - -- -- .- - . ---- - - - RJCIJvE GeoTekIric. FEB 1384 PøinseuiaAver,ue.Suite A Vista, CA 92081-8505 28 2074 (760) 599-0509 (760) 599.0593 www.geotekusa.con 'ANDQ : . -- I - February 3, 2014 - - - Project No 3438-SD3 Mr. William King : .. 5120 Avenida Encinas Suite $00. Carlsbad, California 92008 t • • -. RECEIVED Subject Geotechnical Update and Plan Review DEC2 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 Geolek, Inc. dated November $9, 2004 (PN 2643-SD3) 2) "Tentative Parcel Map No. 13-02,4 Lots and a Remainder Parcel", By Robert 0. Sukup, The Sea Bright Company, undated Dear Mr.Kink. In accordance with your request, this report is to update the 2004 "Preliminary Geotechnical 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 20059 January and June 2006, January, February and March 2008, June 2009, August and September 2010, and November 2012. Discussion H - Site conditions are substantially similar to those at the time of our prior study. The only notable 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. Our review of the plan indicates that grading and development will be create new four parcels and a remainder parcel, all zoned as R- I - Additional right of way will be dedicated for James Drive, Buena Vista Way and Arland Road. Street widening will occur on Both James and Buena GEOTECHNICALI ENVIRONMENTAL I MATERIALS .C1t'3-1l Mr. William King February 3,2014 Carlsbad, Cal Wørnla Project No.: 3438-SD3 Geotechnicai 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 15 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 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. RecommendãtiOfls In general, the recommendations in our referenced report are considered vaLd and remain applicable unless specifically modified herein. Based 'oh the current plan and, codes some modifications 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. Grading Procedures The enclosed grading guidelines present general recommendations for site grading operations and should be considered as part of this report. Approximately three (3) of slopewash and weathered paralic deposits are anticipated to require removal and recompaction. This may vary and some locally deeper areas may be encountered. On transition lots or those with fill less than ten (10) feet in depths, the base ofthe fill should (horizontal)slope at a gradient no stepper than 3 (horizontal) to I (vertical). Cut areas and shallow fill areas S 31 GEOTEK S Mr. William King February 3, 2014 Carlsbad.-California. Project No.: 3438.SD3 Geotechnkzl Upthte and Plan Review Page 3a17 on building pads should be over-excavated a minimum of 5 feet of below finish grade and returned to grade as engineered fill.. 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 can be offered at that time. Care should be taken not to impact adjacent properties during site grading this particularly true during needed removals. Seismic Design Parameters.. : Current ground accelerations determined from the USGS Website, Earthquake Hazards Program vary from the values presented in our prior report Current values are provided below. The site is located at latitude 33.1690 and longitude. 117.3381. Site spectral accelerations (Ss and SI), for 0.2 and 1.0 second periods and 2 percent probability of exceedance in 50 years (MCE) was determined from the USGS Website, Earthquake Hazards Program, Interpolated Probabilistic GroundMotion for the Conterminous 48 States. The site is considered a Site Class lCP The results are presented in the following table: SITE SEISMIC PARAMETERS Mapped 02 sec Period Spectral Acceleration, Ss (g) 1.030 Mapped 1.0 sec Period Spectral Acceleration, S (g) . . . 0.434 Site Coefficient, Fa . 1.00 Site Coefficient, F', . . . .... . ... . 1 .00 Maximum Considered Earthquake Spectral Response Acceleration Parameter at 0.2 Second, SMS (g) . . • 1.030 Maximum Considered Earthquake Spectral Response Acceleration Parameter at 1 second, SM I (g) . . 0.593 Design Spectral Response Acceleration Parameter for 0.2 Second, -SDS (g) 0.753 Design Spectral Response Acceleration Parameter for 1.0 Second, SD I (g) 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 developed to reduce the: potential for structural damage. However, as the resultof ground shaking generated by nearby earthquakes some level of damage and associated economic consequences are considered likely in this general area S Mr. William King February 3. 2014 Carlsbad. California Project No.: 3438-SD3 GeotecbvcaI Update and Plan Renew rage 4 of 7 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 harem. These are typical design criteria and are not intended to supersede the design by dthe structural engineer. These recommendations also due. not apply to areas that are delireated to have structural setbacks. Per the CBC site soils tested are not considered to be expansive soils. Below are preliminary foundation recommendations assuming these conditions. If soils that are considered to be expansive are placed in the upper portions of the fill then modified recommendations would be required. Additional laboratory testing should be performed at/near the completion of site grading to verify the expansion potential of the subgrade soils. A summary of our preliminary foundation design recommendations are presented in the table be1ow. TABLE I - MINIMUM DESIGN REQUIREMENTS DESIGN PARAMETER EIC20 & P1<20 Foundation Depth or Minimum Perimeter Beam Supporting I Floor —12 Depth (Indies below lowest a4acent grade) Supporting 2 floors —8 Minimum Soil Embedment (Inches) 12 Foundation Width (Inches) Supporting I floors —12 Supporting 2 Floors - IS Minimum Slab Thickness (!nches) 4 (actual) Minimum Slab Reinforcing No. 3 rebar 24" on-center, placed in middle third ofslab Minimum Footing Reinforcement Two (2) No.4 Reinforcing Bars One (I) top and one (I) boàom Presaturatlon of Subgrade Soil I Not Specific (Percent of Optimum/Depth In Inches) Wetted prior to pouring can 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 GEOTCIC. 'F Mr. William King February 3, 2014 Carlsbad, California Project No.: 343&SD3 Geotethnlcal Update and Pbri Review Page 5 of 7 I. An. allowable bearing capacity of 2000 pounds per square foot (PSI) 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 by one-third. A grade beam, Ii 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 areas, utility trenches should be backflhled with engineered fill, lean concrete or concrete slurry where they intercept the perimeter footing or thickened slab edge. 2.. 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. S. On-site materials may not be suitable for use as bedding material, but will be suitable as backfill. Jetting of native sails will not be acceptable. :f GEOTEK S bruaty 3, 2014 No.: 3438-SD3 Page 6 of 7 Mr. William King Carlsbad. CaDfornia Geotethnical Update and Plan Review Settlement The anticipated total and differential setdements are estimated less than I over 40 feet of horizontal distance, respectively., Foundation Set Backs . Minimum setbacks to all foundations should comply with the 2010 CBC. Any not conforming to these setbacks may be subject to -lateral movements and settlements The outside bottom edge of all footings should be set back a minimum of is the slope height) from the face of any descending slope. The sethaci least 7 feet and need not exceed 40 feet. The bottom of all footings for structures near retaining walls should be 4 to extend below a 1:1 projection upward from the bottom inside edge of The bottom of any existing foundations for structures should be deep extend below a 1:1 projection upward from the bottom of the nearest ex and l/Z inch differential 113 (where H should be at ned so as wall stem. so as to Moisture and Vapor Retarding System A moisture and vapor retarding system should be placed below slabs-on-grade migration through the slab is undesirable. As a minimum, the capillary brea retarder should be in conformance with the 2013 CBC Section 1907.1 or, if local agency, the California Green Building Standards Code (CALGreen) Section It should be realized that the effectiveness of the vapor retarding membrane c impacted as the result of construction related punctures- (e.g. stake peni punctures from walking on the aggregate layer, etc.). These occurrences shou much as possible during construction. Thicker membranes are generally resistant than thinner ones. Products specifically designed for use as moisture) may also be more puncture resistant It is GeoTeWs opinion that a thininL membrane with joints properly overlapped and sealed should be used Moisture and vapor retarding systems constructed in compliance with Code m a certain level of resistance to vapor and moisture transmission through the not eliminate It. The acceptable level of moisture transmission through the extent based on the type of flooring used. Ultimately, the vapor retarding s comprised of suitable elements to limit migration of water and reduce transr :5k GLOTEK mere moisture and moisture loped by the be adversely ations, tears, be limited as re puncture or retarders 10 ñiil*thick flUlTiS provide crete, but do is to a brge m should be sion of water Mr William King February 3 2014 Caslsbad. California Pro jet No.. 3438-03 Geotechnical Update and Plan Reidew •' Page 7 of 7 W 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 aggregte 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 cut- de-sacs having traffic indices (TI) of 4.5. However, it is our understanding that the City has indicated both streets 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 GAB section, would accommodate a subgrade condition with and R-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. " S . 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, EE~, 0 No. 1142 Professional Engi Distribution: I addressee I Mr RobertO. Sukup vIanail ' . GEOTEK' ' " I UPDATE GEOTECBNICAL EVALUATION I - FOR PROPOSED PARCEL SuBDIvIsIo'\ I BUENA VISTA -DRIVE AND JAMES DRIVE CARLSBAD, CALIFORNIA PREPARED FOR I WAITERS LAND SIJp\TYJG 606 CASSIDY STREET, SUITE B OCEANSIDE, CALifoRNIA 92054 PREPARED BY GEOTEK, 1384 POINSETTIA AENUE VISTA, CALffoiiA 92081 I. PR0JECTO 2643SD3 NOEMBER 19, 2004 1384 Poinsetta Ave., Suite A I Vista, CA 92081-8505 (760) 599-0509 FAX (760) 599-0593 EK9 -IN C* 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 Carlsbad, California Geotechnical Environmental Materials 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 presnts the results of our investigation, discussion of our findings, and provides geotechnical recommendations for foundation design and construction In our opinion, the proposed development of the site appears feasible from a geotechnical viewpoint provided that the recommndations included herein are incorporated into the design and construction phases of the prcject Our previous reports regarding the same subject may be considered superseded and are n longer referenced 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. Respectfully submitted, : • GeoTek Inc. CJ 0 No. EG 2248 OF CALW Jeffrey P. Blake ' Sinion I. -d, Ed 2248, Exp. 10/31/ GE 2641, Exp. 9,30/05 Project Manager Senior Engineer. (4) Addressee G Projects'Projects 2000 to 29991Pr0jecs 2600 to 264912643 Walters Land SurveyslUpdze Georpi 4loc ARIZONA NEVADA CALIFORNIA IDAHO WALTERS LAND SURVEYING Project No.: 264303 Update Geotechnical Evaluation November 19, 2004 Proposed Parcel Subdivision - Pate i TABLE OF CONTENTS 1. INTENT ....................... .. ................................. ........... .......................................................... .. ............ .... ......... . ...... I I 2. PURPOSE AND SCOPE OF SERVICES ..... ...................................................................................................1 3. SITE DESCRIPTION AND PROPOSED DEVELOPMENT ......2 I 3.1 SITE DESCRIPTION ................................................................ .................................................................. 2 3.2 PROPOSED DEVELOPMENT ............................... ........................... .................................................................... 2 4. HELD EXPLORATION AND LABORATORY TESTING........................2 I . 4.1 FIELD EXPLORATION :.....................................................................................................................................2 4.2 LABORATORY TESTING ........ .................................... ....................................................................................... 3 5. GEOLOGIC AND SOILS CONDITIONS ....................................................................................................... 3 I 5.1 GENERAL ........................................................................................................................................................ 5.l.1Slopewash ................................. .............. .............................................................................................. 3 5.1.2 Terrace Deposits...................................................................................................................................3 5.2 SLIRFACEAND GROUND WATER ............................................. . ........................ ..............................................3 I . 5.3 .FAULTING AND SEISMICITY ...........................................................................................................................4 5.4 OTHER SEISMIC HAZARDS.................4 6. CONCLUSIONS AND RECOMMENDATIONS ................................... .. ...... 6 I 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 Set Backs .................... ........ ............................................................... ................. .. ... .... ..... 8 6.2.3Slab-Qn.Grade ... ........................... .. .............................................. . ........................ .................................. 9 6.3 CONCRETE CONSTRUCTION ...........................................................................................................................9 . I 6.3.1 General ......................................................................... ....................................................................... 9 6.3.2 Cement 7'vpe........................................................................................................................................ 6.3.3 Concrete Flarwork ...............................................................................................................................9 I . 6.3.4 Concrete Cracking .......... ....................................................................................................................9 M4 6.4 RETAINING WALL DESIGN D CONSTRUCTION .........................................................................................10 6.4.1 General Design Criteria ................................. .............. .....................................................................10 . 6.5 POST CONSTRUCTION CONSIDERATION'S ......................................................................................... 11 I 6.5.1Landscape Maintenance and Planting..............................................................................................Ii 6.5.2 Drainage .............................................................................................................................................12 6.6 PLAN REviEw .AND CONSTRUCTION OBSERVATIONS ............................................................... . ................... 12 1 7. LIMITATIONS .......................... .................................................................. ..................................................... 13 8. SELECTED REFERENCES ............................................................................................................................14 ENCLOSURES . . . Figure 1 - Site Location Map . 1 Fiure 2 - Trench Location Plan . . I . Appendix A - Logs of Exploratory Borings . . 'S knnend]\ B - Results of Laboratory Testing I . . . WALTERS LAND SURVEYING Update Geotechnical Evaluation Proposed Parcel Subdivision ect No.: 2643SD3 vember 19, 2004 Pael I 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 tort is intended to reduce risk associated with construction projects The professional opinions and geotechnical advice contained in this report are not intended to imply totalperformance of the project or guarantee that unusual or variable conditions will not be discovered during or after construction. The scope of our evaluation is limited to the area explored that is showng on the Boring Location Plan (Figure 2). This evaluation does not and should in no way i be construed to encompass any areas beyond 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 is based. on our understanding of the project and the client's needs, and géotethnical engineering standards normally used on similar projects in this region 2 PURPOSE AND SCOPE OF SERVICES The purpose of this study was to provide a geotechnical evaluation based on current site conditions and an updated site plan. Our previous report dated August 2, 2004 regarding the same parcel should be considered superseded and: no longer required for eview with the governing authorities on this project Our evaluation for this site consisted ofjthe following ' Research and review of available published data regarding geologic and soil conditions at the site > Site exploration consisting of the excavation, loggm, and sampling 6f 4 exploratory borins. > Review and evaluation of site seismicity, and > Compilation of this report, which presents our findings, conclusions, and recommendations for site development. WALTERS LAN) SURVEYING Project No.: 2643SD3 Update Geotecimical Evaluation" V November 19,2004 Pronosed Parcel Subdivision V V Page 2 3 SITE DESCRIPTION AND PROPOSED DEVELOPMENT 3.1 SITE DESCRIPTION The subject site is located to the northwèst of the intersection of Buena Vista Drive and James Drive, in the City of Carlsbad, San Diego County, California. An existing single- V 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 site is readily available 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 DEVELOPMENT It is our understanding that the site is proposed for three new single-fmily residences as part of a four parcel, developments. Grading plans provided by Walters Land Surveying '(Figure V 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 up to 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 erade type foundations. V V 4. FIELD EXPLORATION AND LABORATORY TESTING 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 otir finn logged the excavations and collected representative soil samples for further laboratory, testing. The logs of the. exploratory borings are included in Appendix A. The locations of the exploratory borings are shown on Figure 2. •' • ' • " • • WALTERS LAND SURVEYING .: Project No.: 2643 SD3 Update Geotechnical Evaluation .. November 19, 2004 pppsed Parcel Subdivision Page 3 4.2 LABORATORY TESTING Laboratory testing was performed on selected-disturbed and relatively undisturbed samples collected during our field investigation. The purpose of the laboratory testing was to confirm the field classification of the soil materials encountered and to evaluat their physical properties for use in the engineering design and analysis. The results of the l.boratory-testing program along with a brief description and relevant information regarding testing procedures are included in Appendix B. . . I. 5 GEOLOGIC AND SOILS CONDITIONS 5.1 GENERAL A brief description of the earth materials encountered is presented in the fcillowing sections of this report. A more detailed description of these materials is provided o4 the exploratory borings included in Appendix A. 5.1.1 Slopewash - The slopewash 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 184-13 of the 2001 California Building Code (CBC). 5.1.2 Terrace Deposits 0 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 laboratory testing, these materials posses a very low expansion potential(EI<21). 3.2 . SURFACE AND GROUND WATER No. surface 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 . project civil engineer. . . . S • 0K WALTERS LAND SURVEYING S Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 Proposed Parcel Subdivision - Page 4 Groundwater was not encountered in our exploratory excavation. 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 investigation. 5.3 FAULTING 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 fauts and estimate peak ground accelerations. The Newport-Inglewood (offshore) Fault is considered to represent the highest risk to generate ground 5hakiiig. A maximum seismic event of magnitude 6.9 is postulated based on a I deterministic analysis. The estimated peak site acceleration is 0.421g. 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 reu1t of ground shaking generated by nearby earthquakes is considered likely in this general area. For the purpose of seismic design a Type B seismic source at a distance 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 N & V, Chapter. 16. TABLE 5.3.1 - SEISMIC DESIGN PARAMETERS Soil Profile Seismic Parameters C 3 C. N, N%. Type Source Type Source Table 16J 16Q 16R 16S 16T 16U Value Sc 0.40 0.56 1.0 1.1 B 5.4 OTHER SEISMIC HAZARDS The liquefaction potential on the site is consideed to be very low due to the dense nature of the subsurface soils and lack of a shallow groundwater. 4- WALTERS LAND SURVEYING Project No.: 2643 SD3 Update Geotechthcal Evaluation November 19, 2004 1 Proposed Parcel Subdivision Page 6 IS 6. CONCLUSIONS AND RECOMEND M ATIONS The proposed development of the site appears feasible from a geotechnical viewpoint I provided that the following recommendations are incorporated into the desinn and construction phases of development. 6.1 EARTHWORK CONSIDERATIONS 6.1.1 General Grading Guidelines 6.1.1.1 Grading and earthwork should be performed in accordance with the local grading ordinances, applicable provisions of the 2001 California Building Code (CBC), and our recommendations preseiiied 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 engineer 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 measures and working conditions. All applicable safety requirements of CAL-OSHA shou1dbe 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 formational materials should be stable at • 1H: IV 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 • offiuing. ' S • • K 10 WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 Proposed Parcel Subdivision Page 7 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 excavatingequipment. 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 backflhling 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 scarified to a depth of 6 inches; moisture conditioned, and recompacted to at least 90 percent of maximum dry density. 6.1.1.10 Where fill is be'mL placed on slopes steeper than 5:1, the fill shüld be property benched into the existing slopes and a sufficient size keyway shall be constructed in accordance with the recommendations of the soils engineer. ' 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 slopesshould exhibit a minimum factor of safety of 1.5:1 for an overall gross stability. All cut slopes or backcut excavations should be geclogically mapped during grading to check for the presence of potentially adverse geologic conditions. 6.2 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 actual conditions. We anticipate that the compacted fill soils will typically possess very low (0<EI<2 1) and Plastic Index (P1) of legs than 15. Thus, we recommend that drawings be prepared for the soil conditions presented in the Table 6.3.1 below. Actual as graded conditions will'determine the applicable foundation desinn criteiia. IK I* WAI..TERS LAND SURVEYING - Project No.: 2643SD3. Lpdate Geotechnical Evaluation November 19 2004 Pr000sed Parcel Subdivision Pa2e 8 TABLE 6.3.1 - MINIMUM DESIGN CRITERIA -. Ed. <20 DESIGN PARAMETER P. Foundation Depth or Perimeter Beam depth One Story— 12 (inches below lowest adjacent grade) Two story—IS Foundation Width (Inches) One Story712 Two story—IS Maximum Beam Spacing (feet) NA (Cantilevered length as soil function) NA vIinii'iurn Slab Thiclmess (inches) 4 Presaturation of subgrade soil (% of Subgrade to be well wetted before pouring concrete Optimum/Depth in inches) .n allowable beanng capacity of 2500 pounds per square foot (psf), including both dead and 'live loads, may be used if footings äre desied in accordance with the above criteria. The allowable bearing value may be increased by one-third 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 150 psf per foot of depth, to a maximum earth pressure o. 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 foundations. Any 'improvements not conforming to these setbacks may be subject to lateral movements and/or differential settlements: 6.2.2.1 The outside bottom edge of all footings should be set backa minimum of Hi3 (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. 6.2.2.2 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. I I 2• WALTERS LAND SURVEYING Prect No 2643SD3 Update Geotechnical Evaluation 19, 2004 Proposed Parcel Subdivision Page 9 6.2.23 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. 6.2.3 Slab-On-Grade 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 minimize random cracking: Where moisture condensation is undesirable, all'slabs should be underlain with a minimum 10 mil polyvinyl chloride membrane, sandwicled between two layers of clean sand, S.E. 30 or greater, each being at least two inches thick. Care should be taken to adequately seal all seams and not puncture or tear the membrane. The sand-should be proof rolled. 6.3 CONCRETE CONSTRUCTION 6.3.1 General Concrete construction should follow the CBC and ACI guidelines regarding design, 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 0.100,/o, which is considered to be negligible in accordance with Table 19-A-4 of e' CBC. Cement Type II or equivalent may be used 6.3.3 Concrete Flat-work 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 o,f quality control, being considered "non-structural" components. Cracking of these features is fairly common due to various factors. While cracking is not usually detrimental, it is unsightly. We suggest that the same standards of care be applied to these features as to the structureitself. 6.3.4 Concrete Cracking Concrete cracks should be expected. These cracks can vary from sizes that are essentially unnoticed to more than 1/8 inch in .widthl Most cracks in concrete while unsiahtiv 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 I . WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation " November 19, 2004 I Proposed Parcel Subdivision . Pare 10 I that occur, some cracking will occur despite the best efforts to minimize it. Concrete undergoes chemical processes that are dependent 'on a wide range of variables, which are I 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. I One of the simplest means to control cracking is to provide weakened joints for cracking to occur along. These do not prevent cracks from developing; they simply provide a relief point I for the stresses that develop. These joints.are widely accepted means to control cracks but are not always effective. I Control joints are more effective the more closely spaced. We would suggest that control joints be placed in two directions spaced the numeric equivalent of two times thickness of the I slab in inches changed to feet (e.g. a 4 inch slab would have control joints at 8 feet centers). As a practical matter, this is not always possible nor is it a widely applied standard. I 6.4 RETAINING WALL DESIGN AND CONSTRUCTION 6.4.1 General Design Criteria . Recommendations below may beapplied 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 backfill placed within a 1 to 1 projection behind any wall is comprised of onsite soils with a very low expansion potential. The backfill materials should be placed in lifts no greater than 8-inches in 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. 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 be capacitY of 2,500 psi An increase of one-third may be applied when considering short-term live loads (e.g. seismic and wind loads). 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 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. , ) - - - - . .5 .5 - . . S -. • i 0 6.4.1.3 I WALTERS LAND SURVEYING Update Geotechnical Evaluation I Proposed Parcel Subdivision Project No.: 2643SD3 Noy ember 19, 2004 The passive earth pressure may be computed as an equivalent fluid having a density of250 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. 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. T.4BLE 6.5.1 - ACTIVE EARTH PRESSURES ile The above equivalent fluid weights do not include, other superiposed' loading conditions such as expansive soil, vehicular traffic, structures, seismic conditions or adverse geologic conditions 65 POST CONSTRUCTION CONSIDERATIONS 6.5 .1 Landscape Maintenance and Planting 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 fbr landscaping should be lightweight, deep-rooted types that require little water and are capable of surviving the prevailing climate Over watering should be avoided. The soils should be maintajned 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 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. H11 WALTERs LAND SURVEYING Project No 2643SD3 Update Geotechnical Evaluation November 19, 2004 Proposed Parcel Subdivision Pace 12 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. Ifused,then extreme care should be exercised with 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 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 improvements. Even apparently minor 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 construction 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 of all unsuitable materials. Observe bottom of removals prior to fill placement. 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 the fill for field density and relative compaction: Observe and probe foundation materials to confirm suitability of bearing materials and proper footing dimensions. . S If requested, GeoTek will provide a construction observation' and compaction report to. comply with the requirements of the governmental agencies having jurisdiction over the WALTERS LAND SURVEYING . Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 Projiosed Parcel Subdivision Pane 13 .• I project. We recommend that these agencies be notified prior to commencement of construction so that necessary grading permits can be obtained. . ••;. •• 7 LIMITATIONS 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 natikai outcrops or conditions exposed during site construction. Site conditions may vary due to seasonal changes or other factors GeoTek, Inc.assumes no responsibility or liability for work, testing I or recommendations performed or provided by others. - I Since our recommendations are, based the site conditions observed and ecountered, and laboratory testing, our conclusion and recommendations are professional opinions that are limited to the extent of the available data. Observations during construction ie important to I allow for any change in recommendations found to be warranted. These opiidns have been derived in accordance with current standards-of practice and no warranty is expressed or implied. Standards of practice are subject to change ''ith time: I •• • • • •' j 1 •. • • • •• I 1< WALTERS LAND SURVEYING Project No.: 26435D3 Update Geotechnical Evaluation November 19, 2004 Pronosed Parcel Subdivision : . Pafle 14 8. SELECTED REFERENCES 1. ASTM, 200, "Soil and Rock: American Society for Testing and Materials," vol. 4.08 for I ASTM test methods D-420 to D-4914, 153 standards, 1,026 pages; and vol. 4.09 for ASTM test method D-4943 to highest number. 1 2. Blake, T., 1989, "EQFAULT, version 3.00, updated 2000", a Computer Program for Deterministic Estimation of Maximum Earthquake Event and Peak Ground Acceleration: I 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 Geblogy (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 8., Seed, H.B., and Tokirnatsu, K.., Harder, L.F., and Chung, R.M., 1985, "Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations," Journal of the Geotechnical I Engineering Division, American Society of Civil Engineers, vol. 111, no. GT12, pp.1425- 1445. 0 0 I 9. 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. 1 0 0 0 • 0 0 0 SECD 1.: 1 0 0 0 -i_ - -\ i I 12 - k-• ' PACKA \1 PLQA ---& I - I RUL .4 Approximate32 O1 Location of—kPLAM '----5----- if SITE . ~.40' I I IN Ai& RZ -.5 WADRU J.LA NU AV - , rj AV ml srmmsm I IT 67 na& I "ç LIP -- Ø S ,j.( s __________ PAI \ w 'low I Z 'irc E: ' HIU,S1DE N i I I s-WE OM ' e ' - - -. ii % I aMA .--.,..-- ________________________ I In. - 74r. t. - Source: The Thomas Brothers Guide, 2004 Edition. Walters Land Surveying . Figure j ' - Proposed Residential Project Site W Buena Vista Drive and James Drive , EK, INC. I Carlsbad, California 92008 - Location 1384 Poinea Avenue, Suite A - - GeoTek!vunber:2643-SD3 Map 92081-8505 Vista. 1ifornia . b WALTERS LAND SURVEYING - APPENDIX A Update Geotechnical Evaluation . November 19, 2004 Pronosed Parcel Subdivision Pate A-I SA - FIELD TESTING AND S &IMPLLNG 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 1-38 inches The samples of earth materials collected in the sampler are typically classified in the field, bagaed, sealed and transported to the laboratory for further testing I. The Modified Split-Barrel Sampler (Ring)' S The Ring sampler is driven into the ground in accordnce 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 pounds in weight collected from the field by means of hand digging or xploratoiy cuttings. S . . fN- - Small Bulk Samples 0 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 - USCS Unified Soil Classification System f-c Fine to coarse f-rn Fine to medium I GEOLOGIC Attitudes Bedding: strike/dip I J: Attitudes Joint: strike.'dip Contact line Dashed line denotes approximate USCS material change - Solid Line denotes approximate unit / formational change Thick solid line denotes approximate end of boring I (Additional denotations and symbols are provided on the logs of bormgs) 1 Geolek, Inc. LOG OF EXPLORATORY BORING. CLIENT: Walers Land Surveys DRILLER: SouthCoast Drilling LOGGED BY: PROJECT NAME: Buena Vista/James Drive DRILL METHOD: 6* Solid Stern Auger OPERATOR: PROJECT WO. • 2643503 HAMMER:140 lb W/ 30 drco RIG TYPE: LOCATION: - See Site Plan DATE: SAMPLES 5 LaboratorvTesng BORING NO B-I 0 . H - fl E ° jit 3 MATERIAL DESCRIPTION AND COMMENTS ] Slopewash ] SM Brown dry, loose to medium dense silty fine SAND abundant gophe holes Terrace Deposits SM Reddish-brown, dry to moist, medium dense, silty f-rn SAND; orange mottling, manganese staining, weakly cemented , 16 i22 , . 27 B1-1 - .. - 6.2 113 SHEAR. 18 27 © 5.5 feet becomes dense; moist 32 81-2 .-. 8.3 112 10 17. ; ,25 .. - - - . 6.2 ii HOLE TERMINATED AT11.SFEET . - No groundwater observed •' . .. . 15 : - Hole backfihled with soil cuttings 20 - 25 j [rnoie type Z_Small —Ring —SPT Bulk 4.11—Large Bulk —No Recovery —Water Table Lab testing' AL Afterberg Limits El = Expansion Index SA - Sieve Analysis RV - R.walue Test SR Solfaie/Resistivllv Test SH -shear Test . CO = Consolidation test MD = Maximum Dessdy — -SAMPLES aLaboratory Testing 1 BORING, NO.: B-2., Ix El 1p - - MATERIAL DESCRIPTION AND COMMENTS = B;-1 - - Slopewash - - • SM Brawn, dry, loose to mediur dense, silty fine SAND; abundant gopher 12 _holes EN&I 27 TerraceOeooslts - - - 50-4" 82-2 SM Reddish-brown ,dry, very, dense, silty fine SAND 2.9 117 30 3.5 difficult dulling 5. - 42 B2-3 HOLE TERMINATED AT 5.5 FEET • . No groundwater observed Hole backfiuted with soil cuttings 10. - • S • -S. - 5 15 S 20 25 . -.- - = Sample tvr,e: —Ring •—.SPT —SmsLl Bulk - ' s—Large Bulk —No Recovery —Wale Table Labtestlng • At'AtlerbezgUtnits . El Expansion Index . . SA- Sieve Analysis, RV R-Value Test . - _ ' SRSultate/ResIst)vflyTest - SHe Shear Test ,- --- CO Consolidation test - MD= Maximum Density - - ii- 4. I GeoTok, Inc. : I :LOGOFEXPLORATORYBORING S I CLIENT: Wafters Land Surveys . DRILLER: $authCoast DtfllLng LOGGED BY: __TCS PROJECT NAME: Buer Vistaljames Drive METHOD: 6 Scti Stem Auger OPERATOR: ____-.Roger PROJECT NO.: 2643503. - HAMMER:. • 140 Lb w/ 30" dms RIG TYPE: - Limited Access wlcathead LOCATION: SeeSite Plan . DATE: 7/16104 - U (eoTeK, Inc. LOG OF EXPLORATORY BORING CLIENT: . Waftem Land Surveys ' DRILLER SouthCoesiDttmng LOGGED BY: TICS PROJECT NAME: BuenaVlsta!James Drwe .. ,. DRILL METHOD: _r Solid Stern Auger OPERATOR: Roger PROJECT NO.: 2643S03 - HAMMER:- 140IbwJ3Odro . RIG TYPE: 1,UrnItedAcmssVaftead LOCATION: See SitePtan- .,. DATE: A - 7/18 SAMPLES - Laboratory Testing BORIN6NO.:B-3 - 0 E T L in -- - - 0 MATERIAL DESCRIP110N AND COMMENTS - - Slopewash SM Brown, dry, loose to medium dense, silty fine SAND; abundant gophe 5 holes - . 14 B3-1 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 5 18 , -•.- - - .-- - -- - 22 34 B3-3 -- -, 8.8 117 10 14 18 1 22 1 83-41 1 HOLE TERMINATED AT 11.5 FEET No groundwater observed '- - Hole backflhled with soil cuttings 15 20 . -. 25 - Sample type —iing —spi Z_", Bulk —Large Bdk —No Recovery —Water Table - W Lab testing:- Attecberg Limits El Expansion Index SA Sieve Artelysa RV R Vetue Test - SRxSulfateReSstivrvTest -. SH = Shear Test. - ' CO= Consolidaliontesl' MD Maximum Density - Geolek, Inc. LOG OF EXPLORATORY BORING CLIENT: Walters Land Surveys DRILLER: SouthCoast OtiS/np LOGGED BY:TCS PROJECT NAME: Buena Vista/James Drive DRILl.. METHOD: 6' Soad Stern cwger OPERATOR: Roger PROJECT NO., 2643SD3 HAMMER: 140 lb WI 30' drop RIG TYPE: Umited Ac:ess w/cathead LOCATION: - See Site Plan DATE: 7/16104 SAMPLES Laboratory Testing - JJs BORING NO.: B-4 ca MATERIAL DESCRIPTION AND COMMENTS iS I - Slopewash - 1 Brown, dry, medium dense, silty fine SAND; abundant gopher holes • 'T '' Terrace Deposits Reddish-brown, dry to moist, medium dense, silty f-rn SAND: orange mottling, manganese staining, weakly cemented 7 - . - l 13 : 14 B4-2 . .SA @ 10 feet - becomes very dense 18 !1 S 26 37 154-31 HOLE TERMINATED AT 11.5 FEET No groundwater observed - Hole backfilled with soil cuttings 15 20 25 Sample tvoe —Ring —SPT Z—Small Bulk —I.argeBuIk —190 Recovery —WaterTable Ui Lab testin AL = Attetherg Limits El = Expansion Index SA = Sieve Analysis RV = R.Value Test SR Sulfate/Resistivity Test SH = Shear Test Co = Consolidation lest MD = Maximum Density k WALTERS LAND SURVEYING . 0 APPENDIX B Update Geotechnical Evaluation - November 19, 2004 I Proposed Parcel Subdivision Page B-I .: .0 . : I SUMMARY 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 I 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. I Expansion Index .. Expansion Index testing was performed on a representative soil sample. Testing was I performed in general accordance with ASTM. Test Method D4829. Results are included herein. -. Direct Shear Shear testingwas performed in a direct shear machine of the strain-control type in general I• accordance with ASTM Test Method D3080. 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 - I tests were performed on ring samples collected during our subsurface exploration. The shear lest results are included herein. -. ... - Sulfate Conteiit The water-soluble sulfate content is measured in accordance with California Test No. 417. I The results indicate a sulfate content less than 0. 1, which is considered negligible as per Table 19-A-4 of the CBC. . I in Situ Moisture and Unit Weight . The field moisture content was measured in the, laboratory on selected samples collected I 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 I Appendix A. The dry density was measured in the laboratory on selected ring samples. The results are shown on the logs of exploratory borings in Appendix A. Particle Size Distribution Report .000 100 90 j 80 70 .1 LLJ 60 Z I LL I—z 50 Lu 0 I Lu 0 40 :: I 10 0 EIT1TT1rLii ___ ___ ;iJiI i[III - : TTHu filflt JTj 11111 1 1 H i••;i . . I 500 100 10 1 - 0.1 GRAIN SIZE -mm 1% COBBLES . I % GRAVEL % SAND I II 0.0 I 0.0 75.3 0.01 0.001 %SILT %CLAY SIEVE SIZE PERCENT. FINER SPEC. PERCENT PASS? (XNO) #16 100.0 #30 95.6 #40 79.7 #50 55.8 4100 31.4 #200 24.7 Soil Descriptiot Reddish brown silty medium to fine SAND Atterberp Limils PL= LL= P1 Coefficients 055= 0.468 D60= 0.320 050= 0.272 D30= 0.137 D15= cu= cc- Classification USCS= SM AASHTO= A-2-4(0) Remarks (no specification provided) I Sample No.: . Source of Sample: B4-2 @6.5' 1 Date: 07123/04 I . Location: B4-2 @ 6.5' . . . . Elev./Depth: Client: Walters Land Surveys I GeoTek,, Inc. Project: Buena Vista. Project No: 2643-SD3 ii Plate SA-1 I .. 41 EADINGS______ DATE TIME READING 7/22/2004 8:27 1, 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 F G H J K EX,INC. EXPANSION INDEX TEST • (ASTM 04829) - Project Name: : Buena Vista . , Tested.'Checked By: DC 1ab No 1354 Project Number: -- 2643-S03 Date Tested: 7/22/2004 Project Location: - ,, Sample Source: 133-2 @ 2.5' - Sample Description: Reddish brown silty medium to fine SAND Ring Id: Ring Dia.": 4 Ring II'•- Loading weight: 5516. grams A C 0 FINAL MOISTURE Weight ot wet sample & tare Weight of dry sample & tare Tare . % Moisture 179.57 166.49 8.14 - 8.3% I EXPANSION INDEX = '. 0 . 0 Initial Moisture 1.9% g% SATURATION) Wet WgI 256.99 Dry Wgt 25225 Tare 8.30 0 • , 0 Tested DC Reviewed By DC - 0 0 0 PLATE EI-1 1384 Poinsettia Ave., Suite A, Vista, CA 92083 J LLEK, INC (760) 599-0509 FAX (760) 599-0593 SOIL SULFATE TEST (California Test 417) Project Name: Buena Vista Tested! checked By:: DC Lab No 1354 Project Number. 2643-SD3 Dale Tested 7120/2004 Project Location Sample Source B3-2 @ 2.5- Sample Description: Reddish brown silty medium to fine SAND i Blank Sample Corrected Reading Reading Turbidity A Turbidity of standard equal to 0 mg SO4 0.1 0.15 0.1 NTUs 1 Blank= 1.56 B Turbidity of standard equal to I mg SO4 0.23 8.74 . 8.5 NTUs WI BaCI = [ 2.34 C Turbidity of standard equal to 2 mg SO4 0.22 23.55 23.3 NTUs . Actual = 0.78 D Turbidity of standard equal to 3 mg SO4 0.38 57 ] 56.6 NTUs . •1 I, 1EK,1NC. DIRECT SHEAR TEST I Project Name: Buena Vista Sample Source: B1-1 @ 5' Project Plumber: 2643-SD3 Dale Tested: 07/23/04 I Lt reddish brown silty medium Soil Descriptiorn to fine SAND . . I Test No. Load (ksf) Water Content Dry Density (pcf) 0 0 a . . I 1.4 6 107. .2 2.8 6 107 3 1 5.6 '6 107 Notes: i - The soil specimen used in the shear box were ring" samples collected during the field investigation. 2 - Shear strength calculated at maximum load. . 0 3-The tests were ran at a shear rate ofO.05 minim. 0 0 PLATE SH-1 BUILDING ENERGY ANALYSIS REPORT PROJECT Pacific Legacy Homes Buena Vista Way - Lot 1 Carlsbad, CA 92008 Project Designer Chuck Danek. . 1419 University Ave. Ste. .A San Diego, CA 92103 619-677-3224 Report Prepared by Rick Rocklewitz NRG Compliance, Inc P.O. Box 3777 . Santa Rosa, CA 95402 707-237-6957 . 06 RECEIVED NRG . COMPLIANCE INC tEC Job Number cLS6I - .... - cT\1OF - .112015 - . BtJlLD 0tVISIOt Date: . 11/30/2015 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with -both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro66byEnergySoft User Number: 5581 ID 112015 71 P. .. . ........... 11 - TABLE OF CONTENTS Cover Page I Table of Contents 2 Form CF-1 R-PRF-01 -E Certificate of Compliance 3 Form RMS-i Residential Measures Summary 12 Form MF-1R Mandatory Measures Summary - 13 HVAC System Heating and Cooling Loads Summary 17 SI JS t - •4._ - - , S. .5 • • '. •- r •. 5 -- - '' • . -. -5 (--•• -- - _S,-.i•,_-• EnergyPro 6.6 by EnergySoft . -- - Job Number. ID: 112015- .. . - . '• User Number. 5581 4 • , \ .1 • - S 4' -- CERTIFICATE OF COMPLIANCE- RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: Residential Building Calculation Date/Time: 12:43, Mon, Nov 30, 2015 Page 1 of 9' Calculation Description: Title 24 Analysis Input File Name: pacific legacy homes, lot 1, REV B.xml GENERAL INFORMATION 01 Project Name Residential Building 02 Calculation Description Title 24 Analysis 03 Project Location Buena Vista Way - Lot 1 04 City Carlsbad 05 Standards Version Compliance 2015 06 Zip Code 92008 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ7 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 45 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 3523 15 Number of Zones 3 16 Slab Area (ft2) 1590 17 Number of Stories 2 18 Addition Cond. Floor Ara N/A 19 Natural Gas Available Yes 20 Addition Slab Areai'(ft N/A 21 Glazing Percentage (%) 24.1% COMPLIANCE RESULTS 01 Building Complies withComputer PerformAi' # r10-'f fl 02 This building incorpocates eaiijrthat re'4uire field si and/orific!atioby certifiehHERS ratergundepthe supervision of a CEC approved HERS provider. ',. ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 2.19 - 3.25 -1.06 -48.4% Space Cooling 2.12 3.33 -1.21 -57.1% IAQ Ventilation . 0.96 0.96 0.00 0.0% Water Heating 8.22 5.87 2.35 28.6% Photovoltaic Offset - ---- 0.00 0.00 Compliance Energy Total 13.49 . 13.41 0.08 0.6% Registration Number: 215-N6401938B-000000000-0000 • Registration Date/Time: 2015-11-30 13:51:58 HERS Provider: CSICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-11-30 12:44:26 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Residential Building Calculation Date/Time: 12:43, Mon, Nov 30, 2015 Page 2 of 9 Calculation Description: Title 24 Analysis Input File Name: pacific legacy homes, lot 1, REV B.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. NO SPECIAL FEATURES REQUIRED HERS FEATURE SUMMARY - The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. -- - Building-level Verifications: IAQ mechanical ventilation Cooling System Verifications: - Minimum Airflow Fan Efficacy Watts/CFM HVAC Distribution System Verifications: Duct Sealing Domestic Hot Water System Verifications: --None-- - r4 izk ENERGY DESIGN RATING This is the sum of the annual TDV enery'èonsumption for eneryiisé'Emponents, included in the performance compliance approach for the Standard Design Building (Energy Budget) and the annual .-. r- --.•- iør4 . TDV energy consumption for lighting and components notJegulatedby Title 24, Part 6 (such asdomestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. ( U ft ft Refee Erirer Energy Design Rating - Margin Percent Improvement Total Energy (kTDVIf2-yr) 1/ 54.93 S - 0.08 0.1% includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones - Number of Ventilation Cooling Systems . Number of Water - Heating Systems Residential Building 3523 1 4 3 0 1 Ii ZONE INFORMATION . - -- - 01 02 03 04 05 - 06 - 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 First Floor Conditioned HVAC System (Main House)1 1590 . 9 DHW Sys 1 Second Floor Conditioned HVAC System (Main House)1 1337 9 DHW Sys 1 Guest Unit Conditioned Ductless Heat Pump (Guest2 596 -9 DHW Sys 1 Registration Number: 215-1\1640193813-000000000-0000 Registration Date/Time: ' 'I 2015-11-30 13:51:58 HERS Provider: calcERTs Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance . Report Version -CF1R-08252015-744 Report Generated at: 2015-11-30 12:44:26 .j.. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: Residential Building Calculation Date/Time: 12:43, Mon, Nov 30, 2015 Page 3 of 9 Calculation Description: Title 24 Analysis Input File Name: pacific legacy homes, lot 1, REV B.xml OPAQUE SURFACES 01 02 03 04 05 06 01 08 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ft2) Tilt (deg) Northeast Wall First Floor R-1 3 Wall 45 Front 354.7 133.5 90 Southeast Wall First Floor R-13 Wall 135 Left 532.4 77.5 90 Southwest Wall First Floor R-13 Wall 225 Back 475.8 225 90 West Wall First Floor R-13 Wall 270 - specify - 81.4 6 90 Northwest Wall First Floor R-13 Wall 315 Right 291 74 90 Roof (Slope 5/12) - First Floor R-30 Roof Attic 234 Northeast Wall 2 Second Floor R-13 Wall 45 Front 350.2 . 62.5 90 Southeast Wall 2 Second Floor R-13 Wall 135 Left 424.4 55.5 90 Southwest Wall 2 Scnd Floor R-1 3 Wall 225 Back 350.2 91 90 Northwest Wall 2 w -'ø--- Second R-1 3 Wall 315 Right 261 625 * 90 Roof (Slope 5/12) 2 Second Floor- R-30 Roof Attic 1337 __________ Northeast Wall 3 ) / Guest Unit f( j ffR T3WaU ft J j Front 19-1 90 East Wall /fGiest'Uit j~j~ South ft R 13WaH VA pecify 144 90 Wall J / Gus4na 3 specy 188 2 36 90 West Wall -2 Guest Urit 013Wali1 '0 spc-ify-' 1 307.4 18.5 90 North Wall Guest Unit R-13 Wall 0 - specify - 217.4 80 90 Roof (Slope 5/12)3 Guest Unit R-30 Roof Attic 596 Interior Surface Floor 2 Guest Unit>>_Garage_ R-19 Floor No Crawlspace 490 Northeast Wall 4 _Garage_ R-0 Wall 45 Front 14.6 90 East Wall 2 ......Garage_ R-0 Wall 90 - specify - 99 90 South Wall 2 _Garage_ R-0 Wall 180 - specify - 45 90 West Wall 3 _Garage_ .. R-0 Wall 270 - specify - 217.4 90 North Wall 2 _Garage_ R-0 Wall 0 - specify - 217.4 90 Registration Number: 215-tJ6401938B-000000000-0000 Registration Date/Time: .. 2015.11.30 13:51:58 HERS Provider:- CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance ReportYersion - CF1R-08252015-744 Report Generated at: 2015-11-30 12:44:26 - CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: Residential Building - Calculation Date/Time: 12:43, Mon, Nov 30, 2015 Page 4 of 9 Calculation Description: Title 24 Analysis Input File Name: pacific legacy homes, lot 1, REV B.xml ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic First Floor Attic RoofFirst Floor Ventilated 5 0.1 0.85 Yes No Attic Second Floor Attic RoolSecond Floor Ventilated 5 0.1 0.85 Yes No Attic Guest Unit Attic RoofGuest Unit Ventilated 5 0.1 0.85 Yes -. No 4 WINDOWS 01 02 03 . 04 05 06 07 08 09 - 10 Name Type - Surface (Orientation-Azimuth) Width (ft) Height (ft) Multipli er Area (ft) U-factor SHGC Exterior Shading Window Window Northeast Wall (Front-45) ---- ---- 1 109.5 0.32 0.25 Insect Screen (default) Window 2 Window Southeast Wall (Left-135) ---- ---- 1 77.5- 0.32 0.25 Insect Screen (default) Window 3 Window /V% SouthwestWalI(Back-225) ---- ---- 1 201.0 0.32 0.25 Insect Screen (default) Window 4 WindOW. --.J •WestWall(-spediy270) ---- ---- 1 1 6.0 0.32 0.25 Insect Screen (default) Window 5 Window " ,NorthweWll (Right15) ' 1 740 032 025 Insect Screen (default) Window 6 Window jj Northest Wall 2 (çrpçt45) )W62.5 0.32 0.25 Insect Screen (default) Window 7 Window f/\tSoutheastWalL2(Lefti35), L , ..- 1 , S5 032 025 Insect Screen (default) Window 8 Window j / '¼tiSouthwesçNaIl 20 ¶ 11.0 4 91 0 032 025 Insect Screen (default) Window 9 Window NhhwestW'lI 2R1ght315)' w -- i' 62.5 0.32 0.25 -Insect Screen (default) Window 10 Window - South Wall (- specify --180) 1 12.0 0.32 0.25 Insect Screen (default) Window 11 Window West Wall 2 (- specify --270) ---- 1 18.5 0.32 0.25 Insect Screen (default) Window 12 Window North Wall (- specify --0) ---- ---- 1 80.0 0.32 0.25 Insect Screen (default) DOORS 01 02 - 03 04 Name Side of Building - Area (ft2) 11.11-factor Door Northeast Wall 24.0 0.50 Door 2 Southwest Wall 24.0 0.50 Door 3 South Wall 24.0 0.50 Registration Number: 215-N6401938B-000000000-0000 Registration Date/Time: 1 2015-11-30 13:51:58 HERS Provider: CaIcERTS inc CA Building Energy Efficiency Standards - 2013 Residential Compliané• ' Report Version -CF1R-08252015-744 Report Generated at: 2015-11-30 12:44:26 - CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: Residential Building Calculation Date/Time: 12:43, Mon, Nov 30, 2015 Page 5 of 9 Calculation Description: Title 24 Analysis Input File Name: pacific legacy homes, lot 1, REV B.xml OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design - Construction Name Surface Type Construction Type Framing R-value U-value Assembly Layers Inside Finish. Gypsum Board Cavity/ Frame: no insul. / 2x4 Exterior Finish: Wood R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.302 Siding/sheathing/decking Inside Finish: Gypsum Board - Cavity /Frame: no insul. / 2x4 Roof Deck: Wood Siding/sheathing/decking R-0 Roof Cathedral Cathedral Ceilings Wood Framed Ceiling 2x4 @ 16 in. O.C. none 0.484 Roofing: Light Roof (Asphalt Shingle) Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/shathing/decking - Attic RoofFirst Floor Attic Roofs A Wood Framed Ceiling in. D.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) Inside Finish: Gypsum Board 1"ed-.WaJI-K*- Cavity/Frame: R-13/2x4 j • Exterior Finish: Wood R-13 Wall '- ExtériorWalls 2x4 @ 16 in. D.C. R 13 0.095 Siding/sheathing/decking '\4* Inside Finish Gypsum Board Ceilings (below, if J ff 001 1(j 2x4FICPN4 Cavity/ Frame R-9. 1/2x4 R-30 Roof Attic attic)f lA7d FraTed Cei(l R 30 0032 Over Floor Joists R-20.9 insul ,, IFg I V t Cavity/ Frame: no insul /2x4 Top Chrd KRoofs 2'4TopChord oRoofTñjsst@24 / Roof Deck: Wood Siding/sheathing/decking Attic RoofSecond Floor Atti WoodFramed Ceiling in. D.C. none 0:644 Roofing: Light Roof (A sphalt Shingle) Floor Surface: Carpeted - Floor Deck: Wood Siding/sheathing/decking - r - Cavity/ Frame: no insul. /2x12 R-0 Floor No Crawlspace Interior Floors Wood Framed Floor 2x12 @ 16 in. D.C. none 0.196 Ceiling Below Finish: Gypsum Board - Cavity / Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 - Roof Deck: Wood Siding/sheathing/decking Attic RoofGuest Unit Attic Roofs Wood Framed Ceiling in. D.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) - Floor Surface: Carpeted Floor Deck: Wood Siding/sheathing/decking Cavity/Frame: R-19/2x6 R-19 Floor No Crawlspace Interior Floors Wood Framed Floor 2x6 @ 16 in. D.C. R19 0.048 Ceiling Below Finish: Gypsum Board Registration Number: 215-N64019388.000000000-0000 Registration Date/Time: 2015-11-30 13:51:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards 2013 Residential Compliance Report Version CF1R-08252015-744 Report Generated at: 2015-11-30 12:44:26 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD - CF1 R-PRF-01 Project Name: Residential Building Calculation Date/Time: 12:43, Mon, Nov 30, 2015 Page 6019 Calculation Description: Title 24 Analysis Input File Name: pacific legacy homes, lot 1, REV B.xml SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft) Perimeter (ft) Edge Insul. R-value & Depth Carpeted Fraction Heated Slab First Floor 1590 192.81 None 0.8 No Slab 2 _Garage_ 563 65.94 None 0 No BUILDING ENVELOPE- HERS VERIFICATION 01 . 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required WATER HEATING SYSTEMS 01 . J -02 03 04 - .05 06 Name Jsjstem Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 1/1 T1-f DHW' . Standard DHW Heater 1 1 0% WATER HEATERS )/ 4 ( U1' 01 /JjO2 f03fl L f04 jj 05 ff 06 07 08 Name 1" Heater Element Type H E R 5 Tank Type Tk Vm( (gal) gyFaorE Efficiency R Input Rating Tank Exterior R-value Standby Loss (Fraction) DHW Heater 1 Natural Gas Small Instantaneous 0.1 0.82 199000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 . 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point-of Use Recirculation - Control Central DHW Distribution DHW Sys 1-i/1- .:...- .. ..- . -. . . ......---.-..-. . - . SPACE CONDITIONING SYSTEMS 01 . 02 - 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC System (Main House)1 Other Heating and Cooling System Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 Registration Number: 215-N6401938B-000000000-0000 - Registration Date/Time: 2015.11-30 13:51:58 HERS Provider-., CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 - Report Generated at: 2015-11-30 12:44:26 - CERTIFICATE OF COMPLIANCE. RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: Residential Building Calculation Date/Time: 12:43, Mon, Nov 30, 2015 Page 7 of 9 Calculation Description: Title 24 Analysis Input File Name: pacific legacy homes, lot 1, REV B.xml SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name Heat Pump System 2:::2 Heat Pump Heating and Heat Pump System 2 Cooling System Heat Pump System 2 None None HVAC - HEATING UNIT TYPES 01 . 02 - 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel-fired central furnace 80 AFUE HVAC - HEATPUMPS 01 11 J.'02 03 04 05 06 07 08 09 10 Name Type:. Heating HSPFIC2, p 47 Cap3,1 Cooling EER EER Zonally Controlled Multispeed Compressor HERS Verification Heat Pump System 2 /,iejPump J8( 90 14 jl' r No No Heat Pump cSoYotem HVAC - COOLINGUNITTYPES V H F R S P R 0 VI fl P R - - - 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER - . Zonally Controlled. Multi-speed Compressor HERS Verification Cooling Component 1 SplitAirCond 11.7 14 - Not Zonal Single Speed - Cooling Component 1 -hers-cool - DuctlessHeatPump 12 14 Not Zonal Single Speed Cooling Component 1-hers-cool HVAC COOLING - HERS VERIFICATION 01 02 03 - 04 05 06 - - Name Verified Airflow - - Airflow Target Verified EER Verified SEER - Verified Refrigerant Charge Cooling Component 1-hers-cool Required - 350 Not Required Not Required Not Required Heat Pump System 2-hers-cool Not Required Not Required - Not Required Not Required Registration Number: 215-N64019388-000000000-0000 Registration Date/Time: - 201511-30 13:51:58 . HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards 2013 Residential Compliance .. Report.Version -CF1R08252015-744 Report Generated at: 2015-11-30 12:44:26 CERTIFICATE OF COMPLIANCE. RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: Residential Building + - Calculation Date/Time: 12:43, Mon, Nov 30, 2015 Page 8 of 9 Calculation Description: Title 24 Analysis Input File Name: pacific legacy homes, lot 1, REV B.xml HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R-value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsAttic Sealed and tested 6 Attic None Air Distribution System 1-hers-dist no ducts None - HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name - Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts . Low-leakage Air Handler Air Distribution System 1-hers-dist R ,quired 6.0 Not Required Not Required Not Required Not Required HVAC - FAN SYSTEMS -01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 "f ingi pd Surre Fan ir HVAC Fan 1-hers-fan it d 4 it $1 Al W tr' % tit K A K HVAC FAN SYSTEMS- HERS VERIFICTION }- F R S P R •Q f : F R - 01 02 03 - - - Name - - Verified Fan Watt Draw . . -Required Fan Efficiency (Watts/CFM) HVAC Fan 1-hers-fan Required 0.58 IAQ (Indoor Air Quality) FANS - 01 02 03 04 05 06 - Dwelling Unit IAQ CFM IAQ Watts/CFM - - IAQ Fan Type - IAQ Recovery Effectiveness(%) HERS Verification SFam lAQVentRpt 72.73 0.25 Default 0 Required Registration Number: 215-N64019386-000000000-0000 Registration Date/Time: 2O15-11-3O 13:51:58 - HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-08252015-744 Report Generated at: 2015-11-30 12:44:26 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: Reidential Building . Calculation Date/Time: 12:43, Mon, Nov 30, 2015 Page 9 of 9 Calculation Description: Title 24 Analysis . Input File Name: pacific legacy homes, lot 1, REV B.xml DOCUMENTATION AUTHORS DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Mario Bertacco Company: Signature Date: NRG Compliance, Inc . 2015-11-30 13:50:46 Address: CEA/HERS Certification Identification (II applicable): po box 3777 City/State/Zip: Phone: Santa Rosa, CA 95402 - 707-237-6957 RESPONSIBLE PERSON'S DECLARATION STATEMENT . I certify the following under penalty of perjury, und?the laws of the State of California: I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. I certify that the energy features and perfornance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3 The building design features or system design features identifled on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents worksheets calculations plans 'and specifications subriitted to the enforcement agencyfor approval with this building permit application Z. Responsible Designer Name (L J onsthle33ner SiYtfl iJPW chuck danek Company: H E. fl s P V Date Signj: AL f p i R brazzon danek architecture Address: . License: 1419 University Ave. Suite A na City/State/Zip: . . Phone: San Diego, CA 92103 619-677-3224 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 215-N6401938131.000000000.0000 Registration Date/Time: 2015.11.30 13:51:58 HERS Provider: CaICERT5 inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-08252015-744 Report Generated at: 2015-11-30 12:44:26 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Pacific Legacy Homes Building Type 10 Single Family 0 Addition Alone 0 Multi Family 0 Existing+ Addition/Alteration 11113012015 Date Project Address Buena Vista Way - Lot I Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 3,523 Addition n/a # of Units I INSULATION Construction Type Area Cavity (ft2) Special Features Status Wall Wood Framed R 13 3,239 New Door Opaque Door - no insulation 72 New Roof Wood Framed Attic R 30 2,167 New Slab Unheated Slab-on-Grade - no insulation 1,590 Penm = 193' New Demising Wood Framed w/o Crawl Space - no insulation 1,443 New Demising Wood Framed w/o Crawl Space R 19 490 New FENESTRATION I Total Area: 8501 Glazing Percentage: 24.1 New/Altered Average 1.1-Factor 0.32 Orientation Area(f1) U-Fac SHGC Overhang Sidefins Exterior Shades Status Front (NE) 172.0 0.320 0.25 none none . Bug Screen New Left (SE) 133.0 0.320 0.25 none none Bug Screen New Rear (SW) 292.0 0.320 0.25 none none Bug Screen New Rear (W) 24.5 0.320 0.25 none none Bug Screen New Right (NW) 136.5 0.320 0.25 none none Bug Screen New Left (S) 12.0 0.320 0.25 none none Bug Screen New Right (N) 80.0 0.320 0.25 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER Setback New I Split Heat Pump 8.50 HSPF Split Heat Pump 14.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R-Value Status HVAC System (Main HousE Ducted Ducted Attic 6.0 New Ductless Heat Pump (Gues Ductless / with Fan. Ductless n/a nia New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status I Small Instantaneous Gas 0 0.82 Standard New EnergyPro 6.6 by EnergySoft User Number: 5581 RunCode: 2015-11-30T12:45:05 ID: 112015 1 Page 12 of 18 2013 Low-Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance avoroach used. Exceptions may anvlv. Review the respective code section for more information. Building Envelope Measures: §1 10.6(a) 1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. a S 110 6 C Fenestration products (except field-fabricated windows) have a label listing the certified U-Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration that meets the requirements of § 10-111(a). § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. § 110.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. N 110 8r\. The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements ofl 10.8(i) when the installation of a cool roof is specified on the CF1R. §110.8(j): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CF1R. Minimum R-30 insulation in wood-frame ceiling; or the weighted average U-factor shall not exceed 0.031. Minimum R-19 in a § 150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. § 150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R-value. 1 50 0'c' Minimum R- 13 insulation in 2x4 inch wood framing wall or have a U-factor of 0.102 or less (R- 19 in 2x6 or 0.074 maximum U- factor). § 150.0(d): Minimum R- 19 insulation in raised wood-frame floor or 0.037 maximum U-factor. § 150.0(g)!: In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior walls, vented attics and unvented attics with air-permeable insulation. § 150.0(g)2: In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class IT vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class II vapor retarder shall be placed over the earth floor of § 150.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). N 150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor peimeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of §1 10.8(g). 150 0 q,. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U- factor of 0.58; or the weighted average U-factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: § 150.0(e)l A: Masonry or factory-built fireplaces have a closable metal or glass door covering the entire opening of the firebox. I 50.0(e)1B Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is N . equipped with a readily accessible, operable, and tight-fitting damper or a combustion-air control device. § 150.0(e) IC: Masonry or factory-built fireplaces have a flue damper with a readily accessible control. § 150 0'e'2 Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §1 10.0-1 10.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. §1 10 3c5 Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements ofl 10.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces, household cooking appliances (appli- §110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. 0(hl N / Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in §150.0(h)2. N I 50.0(h)3A:''Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. § 150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § 110.2(c). 150.00) k N . U) Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 150 (Y\ I B Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water-heating systems, have R- 12 external insulation or R-1 6 internal insulation where the internal insulation R-value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system § 150.00)2 A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. N 1 50.00)2B:' All domestic hot water pipes that are buried below grade must be installed in a water proof and non-crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 Low-Rise Residential Mandatory Measures Summary § 150 0)2c• Pipe for cooling system lines shall be insulated as specified in § 150.0()2A. Piping insulation for steam and hydronic heating systems or hot water systems with pressure> 15 psig shall meet the requirements in TABLE 120.3-A. § 150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For § 150.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I § I 50.00)3B: or Class II vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category ifi or IV vent, or a Type B vent with straight pipe between the outside termination and the §150.0(n)l: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. §150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements ofl 10.3(c)5. § 150 0(n)3 Solar water-heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air-distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CIVIC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSIISMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply-air and return-air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CIVIC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3. 1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed §150.0(m)l: with mastic, tape, or other duct-closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than ¼ inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory-Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints § 150.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 150 0m'3-6• Field-Fabricated Duct Systems shall comply with requirements for: pressure-sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R-value ratings; duct insulation thickness; and duct labeling. 150 0m'7• All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. 1 50.0(M)8:'Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not 1 50.0(m)9:limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. §150.0(m)lO: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be § I 50.0(m)1 I: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal § 150.0(m) 12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §150.0(m)12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The §150.0(m)13: space conditioning system must also demonstrate airflow? 350 CFM per ton of nominal cooling capacity through the return grilles, and an air-handling unit fan efficacy 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, 150 0m'l 5 / an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of? 350 CFM per ton of nominal cooling capacity, and operating at an air-handling unit fan efficacy of 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of § 150.0(o): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. I 50 0'olA• Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency § 110.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. 2013 Low-Rise Residential Mandatory Measures Summary. § 1104 (1) 1 Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines, or built-up connections for future solar heating. §1 10.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. 110.4(b)3:Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro- grammed to run only during off-peak electric demand periods. §110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. § 150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: § 110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of § 110.9. 150.0(k) IA Installed luminaires shall be classified as high-efficacy or low-efficacy for compliance with § 150.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. g150 0k'1B When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of § 150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with l5O o'k'lc § 130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting per electrical box. § 150.0(k) ID: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no § 150.0(k) 1 E: more than S watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c). Night lights do not need to be controlled by vacancy sensors. 150 0'k'1F• .1 Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of §150.0(k). § 150.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. § I 50.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § I 50.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § I 50.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § 150.0(k). §150.0(k)2F: Lighting controls comply with applicable requirements ofl10.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if: it functions as a dimmer § 150.0(k)2G: according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in § I 50.0(k)2. An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if: it §150.O(k)2H: functions as a vacancy sensor according to § 110.9; meets Installation Certificate requirements of130.4; the EMCS requirements of § 130.5; and all other requirements in § 150.0(k)2. 150 0'k2I A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. § 150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only § 150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. 150.0(k)4:Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. ISO 0'k5 A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. 150 0'k6• Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. § 150 0k'7 Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing § I 50.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with § 150.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in § 110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and § I 50.0(k)9A: Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and Controlled by one of the following methods: 2013 Low-Rise Residential Mandatory Measures Summary Photocontrol not having an override or bypass switch that disables the photocontrol; or Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the requirements for an EMCS in §130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the § I 50.0(k)9B: following requirements: Shall comply with §150.0(k)9A; or Shall comply with the applicable requirements in §110.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. 150.0(k)9c:' For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. 150.0(k)9D:'Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. I 50.0(k) 10 Internally illuminated address signs shall comply with §140.8; or shall consume no more than 5 watts of power as determined according to §130.0(c). 150 0'k 11• Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in §110.9, §130.0, §130.1, §130.4, §140.6, and §141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of § 150.0(k) 12A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: I 50 0'kl2B / Comply with the applicable requirements in §110.9, §130.0, §130.1, §140.6 and §141.0; and Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a §1 10.10(a) 1: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of §1 10.10(b) through §110.10(e). §110.10(a)2: Low-rise multi-family buildings shall comply with the requirements of110.10(b) through §110.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for §1 10.10(b)1: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi-family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. §110.10(b)2: All sections of the solar zone located on steep-sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. 110 103A No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice §1 10.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. I 10 l0(I. For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated 6n the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit S 110 1 0'& 1. from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water-heating system. 110 I 0d• A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) shall be provided to the occupant. § 110.10(e) 1: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric". HVAC SYSTEM HEATING AND COOLING LOADS. SUMMARY Project Name Pacific Legacy Homes Date 11/30/2015 System Name HVAC System (Main House) Floor Area 2,927 ENGINEERING CHECKS SYSTEM LOAD Number of Systems i COIL . CFM Total Room Loads 1,267 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 38,400 26,536 2,041 546 27,228 Total Output (Btuh) 38,400 0 ' Output (Btuh/sqft) 13.1 974 1,337 Cooling System . 0 0 Output per System 36,000 0 oj 0 0 Total Output (Btuh) 36,000 0 974 1 28,485 2,0411 0 Total Output (Tons) 3.0 1,337 Total Output (Btuh/sgft) 12.3 Total Output (sqft/Ton) 975.7 29,903 Air System CFM per System 1,565 HVAC EQUIPMENT SELECTION Airflow (cfm) 1,565 Central Heating System wl AC 34,884 244 - 38,400 Airflow (cfmlsgtt) 0.53 Airflow (cfmllon) . 521.7 - Outside Air (%) 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 34,884 244 38,400 Outside Air (clm/sgft) 0.00 Note: values above given at ARI conditions , Aug 3 PM] , Jan 1 AM HEATING SYSTEM PSYCH ROMETRICS (Airstream Temperatures at Time of Heating Peak) 34°F Outside Air 0 cfm 67°F 67°F 115°F 115°F 11 IIL Heating -i Supply Fan 114°F 1,565 cfm ROOM . ., 68°F COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) ' 83/68°F Outside Air 0 Cfrn ' 76/62°F . 76/62°F 55/54°F 55/54°F 0. . ff I I f ] . Cooling Coil Supply Fan . 56 / 54°F 1,565cfm , .. 46.8% .ROOM J . 75/62°F , EnergyPro 6.6 by EnergySoft User Number: 5581 RunCode: 2015-11-30T12:45:05 ID: 112015 Page 17 of 18 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Pacific Legacy Homes Date 11/30/2015 System Name Ductless Heat Pump (Guest Unit) Floor Area 596 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL . CFM Total Room Loads 230 Return Vented Lighting Return Air Ducts * Return Fan Ventilation J 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD 1 COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 14,000 4,968 - 416 140 5,591 Total Output (Btuh) 14,000 0 - Output (Btuh/sgft) 23.5 0 0 Cooling System 0 0 Output per System 14,000 0 - 01 0 0 Total Output (Btuh) 14,000 0 .4161 -.5,591 __________ 0 Total Output (Tons) 1.2 - 0 0 Total Output (Btuh/sgtt) 23.5 Total Output (sgtt/Ton) 510.9 4,968 Air System CFM per System 0 HVAC EQUIPMENT SELECTION Airflow (cfm) 0 Ductless Mini Split Heat Pump . 13,634 0 10,710 Airflow (cfmlsgft) 0.00 Airflow (cfm/Ton) 0.0 10,710 Outside Air (%) 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK Outside _Air _(cfm/sgft) 13,634 0 0.00 Note: values above given at ARI conditions A g 3 PMI T Jan 1 AM HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 34°F Outside Air 0 cfm . 68°F 4 AK 68°F 105°F LI . Heating Coil ' It 105 OF ROOM 68°F COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 11 83/68°F Outside Air - 0 cfm 75 /62 OF 75/62°F 55/54°F Cooling Coil 55 / 54 OF 470% ROOM . 75 / 62 OF I I 1 EnergyPro 6.6 by EnergySoft User Number: 5581 RunCode: 2015-11-30T12:45:05 ID: 112015 Page 18 of 18 (City of Carlsbad CERTIFICATION OF SCHOOL FEES PAID B-34 Develooment Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit The City will not issue any building permit without a completed school fee form Project Name Pacific Legacy Homes Building Permit Plan Check Number PCI5-71 1CB154543 & CB154547 Project Address 2781 & 2783 JAMES DR A.P.N S 156-142-57-00 Project Applicant PACIFIC LEGACY HOMES (Owner Name) Project Description Single Family & 2nd 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 Information: JcvtetAltcv Date 05/03/2016 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District j Vista Unified School District Li San Marcos Unified School 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. Only) LI Encinitas Union School District- Li San Dieguito Union High School District-By Appointment Only By appointment only 684 Requeza Dr. 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Encinitas, CA 92024 (760-753-6491 x 5514) - 5 (760-944-4300 x1166) B-34 Page 1 Of 2 Rev. 03/09 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed. by the school district(s)) . THIS FORMINDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. . SCHOOL DISTRICT The undersigned, beig duly- authorized by. the applicable Sdhool 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 . . . . . . . D TITLE Y, 1JLLeA NAME OF SCHOOL DISTRICT . . . CARLSBAD UNIFIED SCHOOL DISTRICT V 6225 EL CAMINO REAL CARLSBAD, CA 92009 . V DATE V V V PHONE NUMBER :. 'V Signature Date B-34 . V V V Page 2 of 2 . .. ' Rev. 03/09 - -. - ,, '_;-;; - _•___; , .. - - -' .-, - ~—— . T - - ThT --,-.•• •\ _ -...,- ri -:--L - f7 577t * 1 --- - —t—±---—-- ----47 — - - -ol - ---- — - LL T -w *oro T k) z >- • - -. '-- • * --; $-H- _\-4-- IA if± 1 1-777 Ei±t: coma ji - - __ - - ---- :—cN,— --±- : —' L . -- j — — J) I ft iq 41 ( 5s, t ----- - ----T4-1-- T -*d--4- -H--t/ - - - ---4- -- /—--— r h 1. g 71 -'- ---" - t — i- ' 1 1 ' - 1•.i -. ---i--.--r 1- r---; --L- L - 40whk CITY OF CAR LSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov I am applying to the City of Carlsbad for the following type(s) of construction permit: 91 Building Permit U Right-of-Way Permit U My project is categorically EXEMPT from .. Electrical Patio/Deck the requirement to prepare a storm water . :. 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 Nome 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 city's 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 0 My project does not meet 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/or includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). Tier 2 - Moderate Threat Assessment Criteria LI 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 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). Tier 3 - Significant Threat Assessment 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 0 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, 0 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 statements 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 to 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. Project Address: Assessor Parcel No. 27 JM4-S VKtV 1% Owner/Owner's Authorized Agent Name: Title: P#'ccw ('(4 51(4(0iA4,(W i - Owner/Owner's uthoriz Agent Si lure: Date: City Concurrence: By: Date: - Project iD: DYES ONO B-24 . Page 1 of 1 Rev.03109 STORM WATER Development Services STANDARDS 7J 4 Land Development Engineering QUESTIONNAIRE' 1635 Faraday Avenue CITY, 0 F 760-602-2750 CARLSBAD .. , E-34 1*..RvcT Oe Q''I 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) at www.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 àompleting Step I and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. k"W" TOBE COMPLETED 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 vi 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 with the USEPA Green Streets guidance? . If you answered "yes" to one or more of the above questions, then yur 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. • I E-34 . . Page 1 of 3 - .. Effective 6/27113 1541k CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Devélooment Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsb"adca.gov BE COMPLETED FOR ALL 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 on public or private land. _residential, _mixed-use,_and 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. 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 hot 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 6/27113 STORM WATER • STANDARDS Development Services 15hk 4 Land Development Engineering CITY 0 F 'QUESTIONNAIRE . 1635 Faraday Avenue CARLSB A D E-34 760-602-2750 , - www.carlsbadca.gov KR BAR 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 BMP's 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. 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: . . . Accessor's Parcel Number(s): 275 +4F5 PI4\ Apt Name 14 6M-9-41A / Applicant Title: Applicant Sl9nature ,,&, Date This Box for City Use Only City Concurrence: . YES NO By: Date: Project ID: * Environ mentally "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 Resouróes- 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. ..'' CITY OF CARLSBAD STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP E-29 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLEON 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 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. Ppc,fc 6,tcr cJ CAM - OWNER( S)/OWNEIS AGENT*IAME (PRINT) / (2 -ii. OWNLR(S)/OWNLsR,S AGENT NAME (SIGNATURE) DATE PROJECT INFORMATION Site Address: 2783 James Drive, Carisba Assessor's Parcel Number: 156 - ('4Z- 57. O& Project ID: Construction Permit No.J\t Estimated Construction Start Date 57 Project Duration 00 Months Emergency Contact: Name: AWciJ 24 hour Phone: 70SO95732 Perceived Threat to Storm Water Quality 0 Medium Low If If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only CITY OF CARLSBAD STANDARD TIER 1 SWPPP Approved By: Date: E-29 Page 1 of 3 REV 4/30/10 Erosion Control Tracking Non-Storm Water Waste Management and Materials BMPs Sediment Control BMPs Control Management BMPs Pollution Control BMPs BMPs . . . I Best Management Practice . (BMP) Description 4 dl) • F— E U) = '-o > 9 . ' o° a c w - C')E c NV) N 0 a ° cI 2 In cc 22 oo cc cc cc 2 c o o WO (l) Cl) Cl) 0 Li 0 Cl)> Cl) U) (L Cl). Cl) aC ( >( G C/) Cl)( C/) i o: CASQA Designation 4 tO N- 0 .- C'j - C") F— C9 .- (N C") U) (9 0 W 0 W 0 W 7 0 w U) w Cl) w Cl) w Cl) w Cl) w Cl) w Cl) 7 UJ - Cl) z C/) z dl) z C/) z Construction Activity W C/) Grading/SoilDisturbance R_ Trenching/Excavation - - — Stockpiling - - - - - - - - - - - Drilling/Boring - -- Concrete/Asphalt Saw -- -. - cutting - - - - )<,I Concrete Concrete flatwork - - - Paving - - - - -- - - XConduit/Pipe Installation -- -- Stucco/MortarWork - - - ---- - -: Waste Disposal -- - - Z - - - - • Equipment Maintenance -- - and Fueling -- Staging/Lay Down Area TZ--- - - - - Hazardous Substance - - Use/Storage -- - - - Dewatenng --- -- - ---. - - - - - 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 boxes 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 Tracking 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 S PC150071 CB154543 2781 JAMES DR - CB154547 2783 JAMES DR PACIFIC LEGACY: 2,927 SF LIV PACIFIC 927 SF LIV PACIFIC LEGACY: 596 SF 2DU MAIN HOUSE /596SF ATTACHED 2DU -, ABOVE GARAGE 2-2,z..— IS r0 - Ex- Final Inspection required by: 2\0-x s owu Plan CM&I Fire - -rj - T- 9( ( sw ct3—lss; - Elm Appro—i4 Date By BUILDING I ( A t7 PLANNING ENGINEERING FIRE Expedite? V N _- DIGifAL FILES Required? V N HazMat APCD Health Forms/Fees Sent Recd Due? By Encina Y N Fire V N HazHealthAPCD - V N PE&M- _________ v N SchooLC /S• 3./kY N Sewer V N Stormwater V. N Special Inspection V N CFD:- V LandUse: - Density: ImpArea: FY: Annex: Factor: L-'ti_ N Comments Date Date Date Date Building Planring Engineering /(öI)L Fire Need? - 5J C7t Done 'El Done Done U Done - C3 Done