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HomeMy WebLinkAbout2529 NAVARRA DR; ; PC130058; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 04-15-2016 Plan Check Permit No: PC130058 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: PLANCK 2161701900 $0.00 COASTAL LIVING 10 Status: Lot#: 0 Applied: Construction Type: Entered By: Plan Approved: Issued: Inspect Area: 10 RESIDENTIAL CONDOMINIUMS Applicant: COASTAL LIVING 10/BRIAN MERRRITT STE 210 2710 LOKER AVE W CARLSBAD CA 92010-6646 619-995-6044 Plan Check Fee Additional Fees Owner: COASTAL LIVING 10 L L C 814 S WESTGATE AVE #15 LOS ANGELES CA 90049 FINAL 11/19/2013 JMA 04/14/2016 02/19/2015 $5,000.00 $0.00 Total Fees: $5,000.00 Total Payments To Date: $5,000.00 Balance Due: Inspector: FINAL APPROVAL Date: Clearance: $0.00 NOTICE: Rease take NOTICE that approval of your prqect includes the "lrrposition'' c:f fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 00 days from the date this pemit was issued to protest irrposition of these fees/exactions. If you protest them, you rrust follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required infamation IMth the Oty Manager for pr<XESSirg in aaxxdance IMth Carlsbad M.midpal Code Section 3.32.030. Failure to tirrely follow that procedure \Mil bar any subsequent legal action to attack, review, set aside, void, or annul their ifTllOSilion. You are hereby FLRTHER NOTIRED that your right to protest the specified fees/exactions DOES NOT APR.. Y to water and sevo.er comection fees and capacity changes, nor planning, zoning, grading or other sinilar application prooessing or service fees in connection 11\ith this prqect. NOR DOES IT APR.. Y to any fees/exactions of W1id1 VQLhave_orevious!Y_been given a NanCE sinilar to this. or as to W1id1 the statute of !irritations has previously othen.Mse exoired. ,HE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT )SSUANCE: 0 PLANNING~ 0 EN~!I\!EERING CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov SUITE#/SPACE#/UNIT# DFIRE Plan Check No. Est. Value Date #BATHROOMS TENANT BUSINESS NAME PROPOSED USE GARAGE (SF) PATIOS (SF) ADD~ESS CITY STATE PHONE FAX CONTRACTOR BUS. NAME ADDRESS ADDRESS CITY STATE ZIP CITY PHONE FAX PHONE EMAIL EMAIL STATE LIC.# DHEALTH DHAZMAT/AI'CD Per~-52 DCC. GROUP AIR CONDITIONING FIRE SPRINKLERS YES 0 NO 0 YES 0 NO 0 ZIP ZIP which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a 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 perm it is issued. ""'~I have and will maintain workers' compensation, as requirecl by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worl<ers' compensation insurance carrier and policy number are: Insurance Co. Policy No. Expiration Date _________ _ This section need not be completed if the permit is for one hundred dollars ($100) or less. 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' 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. _/i'S CONTRACTOR SIGNATURE 0AGENT DATE I hereby affirm that I am exempt from Contractor's Ucense Law for the following reason: $ I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for 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). 0 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. 0 Yes .-tcf No 2. I (have I have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone I contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone I contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone I type of work): _/i'S PROPERTY OWNER SIGNATURE ""O'AGENT DATE I certify that I have read the application and state that the above informaijon is correct and that the information on the plans is aCC\lrate.l agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Bu~ding Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or wo~)JlOrized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). _a$ APPLICANT'S SIGNATURE : _2,_, ... ,.::/ . DATE ---/0 111.1!. u -a mm SPECIAL INSPECTOR'S REPORT PERMIT# JOB ADDRESS BILLING PROJECT MI)<.P~SIGN# . AMERICAN INTERNATIONAL INSPECTIONS AND TESTING ISSUE BY PHONE PHONE E-MAIL PHONE READY MIX CO. PLACEMENT CHECK.BY SPEC. STRENGTH @ 28 DAYS #OF CYLINDERS CERT.# I MON I TUES. I WED. EMAIL REPORTS AND TESTING TO: SLUMP Inspection Office: (626) 795-0770 Inspection Fax: (626) 432-1717 e-mail: Ken@Speciallnspectors.net SUPERINTENDENT •l l EXPIRATION: ELECTRODES R021213 I SAT. I SUN. ALL INSPECTION BASED ON A 4 HOUR MINIMUM; OVER 4 HOURS=8 HOURS. ALSO, ANY INSPECTION THAT EXTENDS PAST NOON SPECIAL INSPECTOR'SREPORT AMERICAN INTERNATIONAL Inspection Office: (626) 795-0770 Inspection Fax: (626) 432-1717 INSPECTIONS AND TESTING e-mail: Ken@Speciallnspectors.net PERMIT# l c.-:1 S t"'f? I <v.;'""J MIX DESIGN# READY MIX CO. PHONE E-MAIL PHONE PLACEMENT CHECK BY CU. YDS PLACED SPEC. STRENGTH@ 28 DAYS #OF CYLINDERS WELDING OPERATORS: CERT.# ICHIBAN HTIP:/iWWW.SPECIALINSPECTORS.NET E-MAIL KBALCOM626@Y AHOO.COM Depi:JtyJiispector I MON I TUES. ~I THURS. 6 EMAIL REPORTS AND TESTING TO: SLUMP EXPIRATION: ELECTRODES SEND TEXT MESSAGES TO: (626) 379·3117 CALL CELL (626) 390-0896 '""'"'"'·-~·· ->~ '·• ,,, " _,. i \ ) ·•"··~'"--"~r::---(1 y~ ._(A.:_/Z.A .. -. ~-~>.2::~.,~)~ Coritraett:Jr's Representative I FRI. I SAT. I SUN. ALL INSPECTION BASED ON A 4 HOUR MINIMUM; OVER 4 HOURS=8 HOURS. ALSO, ANY INSPECTION THAT EXTENDS PAST NOON R021213 [ft&lrtl CONSULTING, INC . ...._ CIVIL ENGINEERING !.AND Pl.ANNING &. SURVeYING May 20,2015 City of Carlsbad Building & Safety Department 1635 Faraday Avenue Carlsbad, CA 92008 FORM CERTIFICATION CVEN-078 Subject: Civil Engineer's Building(s) 5, 6, 7, 8, 9, 10, 11 Form Certification Reference: Project Name: Valley 17 Job Address: Valley Street and Oak Avenue Tract Map No.: CT 12-07 Building(s): 5, 6, 7, 8, 9, 10, 11 Form Certification =====-·- Please be advised the building foundation forms are in conformance with the precise grading plans as to horizontal and vertical location. The building setbacks were measurE~d in relation to the property lines and were found to be in conformance with the approved precis~~ grading plans for this property. \ \ ' . (: ...k~ ~.!·»ll:i:r ~!J%~ Signature Vincent Scarpati R.C.E # 33520 Company Name/ Address· C & V Consulting, Inc 27156 Burbank Foothill Ranch, CA 92610 (949) 916-3800 27156 Burban.k, Foothill Ranch, California 92610 T. 949.916.3800 F. 949.916.3805 CVC·INC.NET ALTA CALIFORNIA GEOTECHNICAL, INC. DAILY FIELD ENGINEERING REPORT Client:t V Pro"ect No.: '~co ,., Field Report No.: Project Name: iltr. /f-i! Y . ·I? Project Location: Ca. t"'l(' fk·~d Contractor: Date: t, /t (; f! Day: I&.J' / l Weather Conditions:· c ;..e.~~· i· Approx. Fill Yds.: Equipment in Operation: Construction Activities: 011 (I 'l C' fl·z r Visitors I Firm: For Alta California Geotechnical, Inc. Hours Billed To Project Technician Office Field '2.(1 .!:;;.,. .-~,-- Page __ of __ '"-'-',:/'' ,·.~ ,,"" • • I l.( ALTA CALIFORNIA GEOTECHNICAL, INC. DAILY FIELD ENGINEERING REPORT Client: ( V Field Report No.:G?'t: Project Name: vt:.i..t ., •• 1 Tract No.:t,.,.,tz./ .. ;. Approx. Fill Yds.: Equipment in Operation: I lr.·:;; :: ·/"f .-,) .~ .f Construction Activities: fl." ,- t-.(/ ;l· .if Itt ' J' Visitors I Firm: Hours Billed To Project Technician Office Field ..¥ {"';, P·~f Received By: v ~-~~ L.L::;,+ (' Page __ of __ ALTA CALifORNIA GEOTECHNICAL, INC. 170 N. MAPLE STREET, SUlTE 108, CORONA, CALIFORNIA 92880 (951) sog... 7090 16870 W. BERNADO DR., SUITE 445, SAN [)IEGO, CALIFORNIA 92127 (858) 674-6636 MESSAGE TO ... f.tlt ..... K.(!..! .. l~:f"i5;,; .......... r························· SUBJECT.I.,\1:;:.:.~~~,, ••• .r.,,·,f .... ;, • .\ ••• ;., ....... >.J..~r:.,., t ............................................ ,( .................... . . . . . . . . . . . .. . . . ,• ..... · ................ , ... ~ ........................ . P.N 2 t>t.', ''f' · · · •;;·-, • • ............. ~~ •• \g.,_,, •• , ••• · •••••.•••••••• ,. ••• ~ ••••••••••••• ,r •••••• ., •••••••••••••••• ~ •••• DATE £::.J.l:;; .. ./..~ .... ,., ........................... ~ ....... ., ...... , ........ , .. . . . . . . . .. . . . . . . . . . . . . . . . . . . . . A. .. 111 em . .i':Jc.:t: ........... Cl!: ........... .f.!·~.r. .......... tr.;!".? ..... ti.A .r ..... a"'~-.... r. . .I~ ............................ . . . . :lo ..... ct3. 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BY ·················tt•··~··················,···························'!_~·························,.········ RESPONSE DATE, ....................................... , ................. .. ........................ · ..................................................................................................................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .-........................................................... · ............................................................................. ~ ....... . ' ' ......................................... , ............................................... . ! SIGN.ED ............................................................................................... . .,.,:. .. - ALTA CALIFORNIA GEOTECHNICAL, INC. DAILY FIELD ENGINEERING REPORT Client: C. V Project No.: 'L~c~o G'J Field Report No.: (b? Project Name: Vt:,, ll.ry I 1 Contractor: Date: 1)-f'., Approx. Fill Yds.: Equipment in Operation: ~t fk c .rr ;;, < I ttr (:. ,, li< . '. V'"\ , Utl Visitors I Firm: For Alta California Geotechnical, Inc. Hours Billed To Project Technician Office Field rr c:.e(;~ lOr"' " / ·.Pa7g _of_ /·~ I ··.,., ·~ .. -·· - -cot?-:-~~~--·- Civil i::lll'~ine.e:ra:llll City of Carlsbad Building Department 1635 Faraday Ave. Carlsbad, CA 920 10 RE: CoastallO Units 6-7 Grading Plan Drawing No. 480-SA Dear Building Inspector: May 7, 2015 J.N. 131003 As per your request, we surveyed the referenced site on May 6, 2015 to verify tlhe location of the building foundation forms for the referenced project. The survey results indicate that the horizontal location of the building forms for the referenced lots are in substantial conformance with the limits delineated on the Coastal 10 Grading Plans, Dwg. 480-5A. The buildings for Units 6-7 do not encroach into the setbacks. Should you have any questions or comments, please let me know. 0 \ProjcctManagers\KH\Nf\131003\150507 FormCen doc Very truly yours, O'DAY CONSULTANTS, INC. Nichole Fine Project Engineer Mr. Brian Merritt Diversified Development EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 619 258-7901 Fax 619 258-7902 7668 El Camino Real, 104-280 Carlsbad, California 92009 Subject: Foundation Excavation Observation May 6, 2015 Project No. 12-1147H1 Proposed 10-Unit Residential Development (Coastal Living 10) Units 6 and 7, Lot 40 of La Costa South, Unit No. 1 Navarra Drive, Carlsbad, California 92009 References: See Attached Dear Mr. Merritt: In accordance with your request, we have observed the foundation excavations, including the grade beams for Units 6 and 7 ofthe proposed residential development at the subject site. The footings have been excavated to the proper depths and widths into competent bearing soils and are in compliance with the approved building plans. Foundation excavations, soil expansion characteristics and soil bearing capacity are in accordance with the referenced geotechnical report (Reference No. 9). If we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, Mamadou Saliou Diallo, P .E. RCE 54071, GE 2704 MSD\md DIVERSIFIED DEVELOPMENT/ COASTAL LIVING IOI NAVARRA DRIVE PROJECT NO. I2-I I47GI REFERENCES 1. "Foundation Excavation Observation, Proposed 10-Unit Residential Development (Coastal Living 10), Units 8 Through 10, Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147G 1, Prepared by East County Soil Consultation and Engineering, Inc., Dated March 31, 2015. 2. "Foundation Excavation Observation, Proposed 10-Unit Residential Development (Coastal Living 1 0), Units 1 Through 5, Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147Gl, Prepared by East County Soil Consultation and Engineering, Inc., Dated March 31, 2015. 3. "Caisson Foundation Excavation Observation, Proposed 10-Unit Residential Development (Coastal Living 1 0), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carllsbad, California 92009", Project No. 12-1147Gl, Prepared by East County Soil Consultation and Engineering, Inc., Dated February 26, 2015. 4. "Foundation Excavation Observation, Proposed 10-Unit Residential Development (Coastal Living 10), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147Gl, Prepared by East County Soil Consultation and Engineering, Inc., Dated February 5, 2015. 5. "Report of Field Density Tests, Proposed 1 0-Unit Residential Development (Coastal Living 1 0), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147Gl, Prepared by East County Soil Consultation and Engineering, Inc., Dated February 5, 2015. 6. "Permanent Shoring Excavation Observation, Proposed 10-Unit Residential Development (Coastal Living 10), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147Gl, Prepared by East County Soil Consultation and Engineering, Inc., Dated November 14, 2014. 7. "Foundation Plans and Details Review, Proposed 10-Unit Residential Development (Coastal Living 10), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147G1, Prepared by East County Soil Consultation and Engineering, Inc., Dated July 15,2014. 8. "Shoring Design, Proposed 1 0-Unit Residential Development (Coastal Living 1 0), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147G1, Prepared by East County Soil Consultation and Engineering, Inc., Dated March 19, 2014. 9. "Limited Geotechnical Investigation, Proposed 10-Unit Residential Development (Coastal Living 10), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147G 1, Prepared by East County Soil Consultation and Engineering, Inc., Dated January 10, 2013. 2 Civil Engineering Surveying City of Carlsbad Building Department 1635 Faraday Ave. Carlsbad, CA 92010 RE: CoastallO Units 8-10 Grading Plan Drawing No. 480-SA Dear Building Inspector: April20, 2015 J.N. 131003 As per your request, we surveyed the referenced site on Apri120, 2015 to verify the location of the building foundation forms for the referenced project. The survey results indicate that the horizontal location of the building forms for the referenced lots are in substantial conformance with the limits delineated on the Coastal 10 Grading Plans, Dwg. 480-5A. The buildings for Units 8-10 do not encroach into the setbacks. Should you have any questions or comments, please let me know. 0:\ProjectManagers\KH\NF\131003\150420 FormCert.doc O'Oay Consultants lnt:. 2710 Loker Avenue West, Suite 1 00 Cartsbad Califor· ia 92010-6609 Very truly yours, O'DAY CONSULTANTS, INC. !/~if~ Nichole Fine Project Engineer E-mai; oday@odayconsu;tants.com Website: www.odayconsc.ltants.com Tel: 760.931 7700 Fax: 760.931.8680 Civil Engineering • Surveying City of Carlsbad Building Department 1635 Faraday Ave. Carlsbad, CA 92010 RE: CoastallO Units 1-5 April 13, 2015 J.N. 131003 Grading Plan Drawing No. 480-SA Dear Building Inspector: As per your request, we surveyed the referenced site on Aprill3, 2015 to verify the location of the building foundation forms for the referenced project. The survey results indicate that the horizontal location of the building forms for the referenced lots are in substantial conformance with the limits delineated on the Coastal 10 Grading Plans, Dwg. 480-5A. The buildings for Units 1-5 do not encroach into the setbacks. Should you have any questions or comments, please let me know. 0:\ProjectManagers\KH\NF\131003\150413 FonnCert.doc O'Day Consultants Inc. 2710 Loker Avenue Ylest. St te 100 Carlsbad. California 92010-6609 Very truly yours, O'DAY CONSULT ANTS, INC. tf~cJ~ Nichole Fine Project Engineer E-maii oday@odayconsu!tants.•:om \Nebsite: www.odayconsultants.com Tel 760.931 7700 Fax: 760.931.8680 Mr. Brian Merritt Diversified Development EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 619 258-7901 Fax 619 258-7902 7668 El Camino Real, 104-280 Carlsbad, California 92009 Subject: Foundation Excavation Observation March 31,2015 Project No. 12-1147H1 Proposed 10-Unit Residential Development (Coastal Living 10) Units 8 Through 10, Lot 40 of La Costa South, Unit No. 1 Navarra Drive, Carlsbad, California 92009 References: See Attached Dear Mr. Merritt: In accordance with your request, we have observed the foundation excavations, including the grade beams for Units 8 through 10 of the proposed residential development at the subject site. The footings have been excavated to the proper depths and widths into competent bearing soils and are in compliance with the approved building plans. Foundation excavations, soil expansion characteristics and soil bearing capacity are in accordance with the referenced geotechnical report (Reference No. 8). If we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, DIVERSIFIED DEVELOPMENT/ COASTAL LIVING 10/ NAVARRA DRIVE PROJECT NO. 12-1147Gl REFERENCES 1. "Foundation Excavation Observation, Proposed 10-Unit Residential Development (Coastal Living 10), Units 1 Through 5, Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147G1, Prepared by East County Soil Consultation and Engineering, Inc., Dated March 31, 2015. 2. "Caisson Foundation Excavation Observation, Proposed 10-Unit Residential Development (Coastal Living 10), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147G1, Prepared by East County Soil Consultation and Engineering, Inc., Dated February 26, 2015. 3. "Foundation Excavation Observation, Proposed 10-Unit Residential Development (Coastal Living 10), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-114 7G 1, Prepared by East County Soil Consultation and Engineering, Inc., Dated February 5, 2015. 4. "Report of Field Density Tests, Proposed 1 0-Unit Residential Development (Coastal Living 1 0), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147G1, Prepared by East County Soil Consultation and Engineering, Inc., Dated February 5, 2015. 5. "Permanent Shoring Excavation Observation, Proposed 10-Unit Residential Development (Coastal Living 10), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147G1, Prepared by East County Soil Consultation and Engineering, Inc., Dated November 14, 2014. 6. "Foundation Plans and Details Review, Proposed 10-Unit Residential Development (Coastal Living 10), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147G1, Prepared by East County Soil Consultation and Engineering, Inc., Dated July 15,2014. 7. "Shoring Design, Proposed 10-Unit Residential Development (Coastal Living 10), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147Gl, Prepared by East County Soil Consultation and Engineering, Inc., Dated March 19, 2014. 8. "Limited Geotechnical Investigation, Proposed 10-Unit Residential Development (Coastal Living 10), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147G1, Prepared by East County Soil Consultation and Engineering, Inc., Dated January 10, 2013. 2 Mr. Brian Merritt Diversified Development EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 619 258-7901 Fax 619 258-7902 7668 El Camino Real, 104-280 Carlsbad, California 92009 Subject: Caisson Foundation Excavation Observation February 26, 2015 Project No. 12-1147H1 Proposed 10-Unit Residential Development (Coastal Living 10) Lot 40 of La Costa South, Unit No.1 Navarra Drive, Carlsbad, California 92009 References: See Attached Dear Mr. Merritt: In accordance with your request, we have observed the caisson foundation excavations adjacent to the proposed bioretention basins for the proposed residential development at the subject site. The caissons have been drilled to the proper depths and diameters into competent bearing soils and are in compliance with the approved building plans. Foundation excavations, soil expansion characteristics and soil bearing capacity are in accordance with the referenced geotechnical report (Reference No.6). If we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, Mamadou Saliou Diallo, P .E. RCE 54071, GE 2704 MSD\md DIVERSIFIED DEVELOPMENT/ COASTAL LIVING 10/ NAVARRA DRIVE PROJECT NO. 12-1147Gl REFERENCES 1. "Foundation Excavation Observation, Proposed 10-Unit Residential Development (Coastal Living 10), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147Gl, Prepared by East County Soil Consultation and Engineering, Inc., Dated February 5, 2015. 2. "Report of Field Density Tests, Proposed 1 0-Unit Residential Development (Coastal Living 1 0), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-114701, Prepared by East County Soil Consultation and Engineering, Inc., Dated February 5, 2015. 3. "Permanent Shoring Excavation Observation, Proposed 10-Unit Residential Development (Coastal Living 10), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-114701, Prepared by East County Soil Consultation and Engineering, Inc., Dated November 14,2014. 4. "Foundation Plans and Details Review, Proposed 10-Unit Residential Development (Coastal Living 10), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147G 1, Prepared by East County Soil Consultation and Engine~;ring, Inc., Dated July 15, 2014. 5. "Shoring Design, Proposed 10-Unit Residential Development (Coastal Living 10), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147Gl, Prepared by East County Soil Consultation and Engineering, Inc., Dated March 19, 2014. 6. "Limited Geotechnical Investigation, Proposed 10-Unit Residential Development (Coastal Living 10), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, California 92009", Project No. 12-1147G 1, Prepared by East County Soil Consultation and Engineering, Ine., Dated January 10, 2013. 2 Mr. Brian Merritt Diversified Development EAST COUNTY SOIL CONSULTATION AND .ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 7668 EI Camino Real, 104-280 Carlsbad, California 92009 Subject: Foundation Excavation Observation February 5, 20 I 5 Project No. 12-114701 Proposed 10-Unit Residential Development {Coastal Living 10) Lot 40 of La Costa South, Unit No. 1 Navarra Drive, Carlsbad, Califomia 92009 References: See Attached Dear Mr. Merritt: In accordance with your request, we have observed the foundation excavations for the proposed retaining walls on the south side of the property which includes Units 5, 6 and 7 at the su~iect site. The footings have been excavated to the proper depth and width into competent bearing soiJs and are in compliance with the approved building plans. Fotmdation excavations,. soil expansion characteristics and soil bearing capacity are in accordance \vith the referenced geotechnical repm1 (Reference No. 5). If we can be of further assistance, please do not hesitate to contact our office. Respectfully Submitted, Mamadou Saliou Diallo, P .E. RCE 54071, GE 2704 MSD/md ~ 1/52 KEY REV ~FE~ TO TOP CONNECTION NOTES, ~ eU&E f'm=2000 F51 I f'c=2&00 F5~~ ~....=.-..,.., e SOLID GROUT ENTIRE WALL e U&E TYFE M or 5 MORTAR CEMENT 414'& ill 24" o.c. MIN «s'e e lb" o.c. Vertical CENTE~ OF BLOCK .{, "" > '- Q....! 0<1) = () ~z 16\ •• ll)::l fo ,_ 3~ (Q I ~ --...,...-3--,1--·--~-::. ...... : ____ ... , ~oT'-",, " ( \~~~~;'_ -----,#1!- 1 414'& e S"o.c. TO KEY AL.TEFeNATE DI~CTION I 2 I <J ' I 6 -415'& CONT ,, < I l #J 12" ., ., S'-0" 24" 1 RETAINING WALL 525 SCALE: NT5 D~INFER 'WALL DRAINAGE' DETAIL RET -~'4-LEVEL-FINNED I 18FE!315 9/13 2x F.T. PLATE w/ A.B.'s FER 5.W. 5CJ-IED. v2" s.w. sht'g to bp33 NOTES: • ALL 8" C.M.U. •USE f'm=2<Z><Z><Z> FSI I f'c=25<Z><Z> F51 •SOLID GROUT ENTIRE W,'-\LL • 5FECIAL INSPECTION RI:Q'D #S's -s 24"o.c. J 2v2'" -s &OIL 51DE- ...../-.I----1#4's -6l24"o.c., 140RIZ. = ~ I C:\Users\thranei<\Oropbox\Res Struct\AREUGHT_foldersl23\03-ACAD\MOONUGH1\NAVARRA\2015.0218\Navana STR PC.R<V l.dwg. 2119/2015 6:01:46 PM, 1:37.9432 EsGil Corporation In Partnersfiip witfi (jo'llernment for CBuiC£ing Safety DATE: 2/5/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: pc13-58 PROJECT ADDRESS: Navarra Drive SET: VII PROJECT NAME: Coastal Living 10 Condominiums D APPLICANT D JURIS. D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. [gj 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are bei,ng held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: Coastal Living 10 2710 Loker Avenue 'Nest #210 Carlsbad, CA 92010 [g) EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Coastal Living 10 Telephone#: Date contacted: (by: ) Email: Fax#: Mail Telephone Fax In Person [g) REMARKS: Set VII plan set is just two new sheets (new sheet P-0.1 and new sheet 6 of 16 of the grading plan). At the City of Carlsbad Building Counter slip-she,~et the new Set VII into the Set VI plan packages to form a corrected plan package. Also, See the new Site Water Piping Calculations (11" X 14" sheets)corrected, in red ink and make part of the plan packages. By: Glen Adamek EsGil Corporation IZJ GA D EJ D MB D PC Enclosures: 1/28/2015 & corrected 1/5/2014 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In Partnersfiip witfi (jovernment for CBui(aing Safety DATE: 1/27/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: pc13-58 PROJECT ADDRESS: Navarra Drive SET: VI PROJECT NAME: Coastal Living 10 Condominiums CJ APPLICANT j;' JURIS. /o PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. \ZI The check list transmitted herewith is for your information. The plans are beiing held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. \ZI The applicant's copy of the check list has been sent to: Coastal Living 10 2710 Loker Avenue West #210 Carlsbad, CA 92010 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. \ZI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Coastal Living 10 Telephone#: ~te contacted:\ f'?ri-(by~ Email: Fax #: V Mail Telephone Fax In Person IZI REMARKS: By: Glen Adamek EsGil Corporation [8] GA D EJ D MB D PC Enclosures: 1/20/2015 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad pc13-58 1/27/2015 0 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA !32008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) !)60-1468. 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. 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. The notes in bold font are current. PLUMBING AND MECHANICAL CORRECTIONS + JURISDICTION: Carlsbad + PLAN REVIEW NUMBER: PC13-58 PLAN REVIEWER: Glen Adamek DATE: 1127/2015 SET: VI GENERAL AND ARCHITECTURAL PME ITEMS 6. Please provide the construction drawing for the private water lines from the proposed public water meters to the each dwelling unit. Please clearly show the type of water piping material proposed for the private water lines from the proposed public water meters to the each dwelling unit. But the grading plans do not include the construction drawing for the private on- site water lines from each public water meter to each separate dwelling unit. A) The "Plumbing Comment" provided in the plan packa!~e does not address this item #6. Please provide the plumbing re!;ponse to this item. (Sheet 6 of the grading plans (Drawing No. 489-SA).) City of Carlsbad pc13-58 1/27/2015 PLUMBING (2013 CALIFORNIA PLUMBING CODE) 12. Please correct the water line plans and water pipe sizing calculations on sheets P-0.1 and sheet 6 of grading plans (Drawing No. 489-5A) as per the following: Provide complete water line sizing calculations: Include water pressure, pressure loss calculations, water demands, & developed pipe lengths. CPC 610.0 or Appendix 'A'. A) Show the proposed water piping materials for the water line from the public water meters to each dwelling unit. B) The sheet P-0.1 shows flush valve water closets, but the required fixture units show flush tank type water closets (pressure assisted, tank type). If the water closets are flush valve type, then the required water pressure for the water closets will be 25 psi or more and the fixture units will be 5 fixture units each. Please correct.(Very few water closets in dwelling units are flush valve.) C) The water line sizing calculations on sheet 6 of 16 of the grading plans (Drawing No. 489-5A) does not show how the pn~ssure drop from the connection to the public water meters to the pressure regulators is not more than that required to provide 60 psi at the output of the pressure regulators at each dwelling. 1) The elevation difference between the water mete!r elevations and the highest pressure regulator is about 10 f•~et, not the 2 feet used. 2) The developed pipe length for the water lines outside the buildings is from the water meters to the pressure regulators. Not the most distant fixture. 3) If the calculations are for the worst case desigm; water lines from the public water meters are to be used, then the calculations for both the longest pipe length and for the largest water demands must be provided. 4) A complete review of the water line sizing calcu'lation will be done when complete corrected water line sizing1 calculations and water line plans are provided. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil Corporation In CJ!artnersliip witli government for mui(aing Safety DATE: 12/30/2014 D APPLICANT ~URIS. D PLAI\I REVIEWER D FILE JURISDICTION: City of Carlsbad PLAN CHECK NO.: pc13-58 PROJECT ADDRESS: Navarra Drive SET:V PROJECT NAME: Coastal Living 10 Condominiums D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [8:1 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [8:1 The applicant's copy of the check list has been sent to: Coastal Living 10 2710 Loker Avenue West #210 Carlsbad, CA 92010 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. 1:8:1 EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Coastal Living 10 Telephone#: q,ate contacted:\ U0lJ (b~ Email: V Mail Telephone Fax In Person Fax#: D REMARKS: By: David Yao Enclosures: EsGil Corporation (gJ GA D EJ D MB D PC 12/23 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad pc13-58 12/30/2014 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. The notes in bold font are current. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver ail 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. NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbE~rs of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. PLUMBING AND MECHANICAL CORRECTIONS + PLAN REVIEW NUMBER: PC13-58 SET: V PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 6. The response states: "Please see Plumbing comment sheet. Improvements Plans are now provided as reference only. Sheets 3 - 5 of the improvement plans show the public sewer and water in the street only. There no public water or sewer lines on the property. Please see sheet 6 of the civil grading plans for water lines that are run from the water meters to each unit." Please correct the following: PLEASE PROVIDE A COPY OF THE CONSTRUCTION DRAWINGS FOR THE PROPOSED ON-SITE PUBLIC WATER LINES FROM THE PROPERTY LINE TO THE PUBLIC WATER METERS IN FRONT OF EACH GARAGE (CIVIL DRAWINGS). THE GRADING PLANS ARE NOT CONSTRUCTION DRAWINGS FOR PUBLIC WATER AND PUBLIC SEWER SYSTEMS. PLEASE SHOW THE REQUIRED WATER EASEMENTS FORTHE PROPOSED PUBLIC WATER LINES, PUBLIC WATER City of Carlsbad pc13-58 12/30/2014 METERS AND PUBLIC SEWER LINE ON THE PRIVATE PROPERTY. No response provided. On the site plan please show all easements. A) The "Plumbing Comment" provided in the plan package does not address this item #6. Please provide the plumbing response to this item. B) The plumbing sheets P-1A & P-1 B still show all the public water meters at the front of the garages. But the new sheet 15 of the grading plans (Drawing No. 489-5A) show the public water meters are in the public street right-of-way. But the grading plans do n~ot include the construction drawing for the private on-site water line!s from each public water meter to each separate dwelling unit. Pr1ovide the construction drawings of private on-site water lines for building department review. C) The sheet 6 of the grading plans (Drawing No. 489-5A:I clearly notes "See Drawing 480-5 For Water, Irrigation, & Fire Servi1ces (TYP). Please show the sizes of the public water meters. Please provide the water improvement drawings 480-5 for the public wab~r system. D) The sheet 6 of the grading plans (Drawing No. 489-5A:I clearly notes "See Drawing 480-5 For Sewer". Please provide the sewer improvement drawings 480-5 for the Public Sewer within the private Street (including the required sewer easement for public sewer on private property), or provide construction drawings for the private on-site building sewer for the Building Department review and permitting. PLUMBING (2013 CALIFORNIA PLUMBING CODE) 10. See the item #6 above. PLEASE PROVIDE A COPY OF THE CONSTRUCTION DRAWINGS FOR THE PROPOSED ON-SITE PUBLIC SEWER SYSTEM AND PUBLIC WATER LINES FROM THE PROPERTY LINE TO THE PUBLIC WATER METERS IN FRONT OF EACH GARAGE (CIVIL DRAWINGS). THE GRADING PLANS ARE NOT CONSTRUCTION DRAWINGS FOR PUBLIC WATER AND PUBLIC SEWER SYSTEMS. PLEASE SHOW THE REQUIRED WATER EASEMENTS FOR THE PROPOSED PUBLIC WATER LINES, PUBLIC WATER METER::s AND PUBLIC SEWER LINE ON THE PRIVATE PROPERTY. Identify the extent of the private sewer, water on the plumbing site plan. Clearly specify, on the plans, which City Department is responsible for the permitting, plan check, and inspections for the private utility systems. If private, the responsibility of the City Building Department, and under the Uniform Plumbing Code, provide complete civil site utility plans for plan check, or obtain a separate permit from the City for the civil site plans. THIS STILL APPLIES. VERIFY THAT CITY WILL APPROVE AND INSPECT THE PRIVATE SEWER AND WATER LINES ON THE SITE 11. The plumbing response provided states: "See Civil drawings for any waste 5'-0" outside of building. including plans that contain public: sewer and City of Carlsbad pc13-58 12/30/2014 manhole rim elevations." But the sheets 5 of 16 and 6 of 16 still show the public or private Building Sewer manhole rim elevation the same and the plumbing responses do not address how the required drain waste and vent systems for units #1, 2, 3, 8, 9, & 10 are to be corrected to comply with CPC, Section 710.0 backwater valve requirments. See the item #6 above. AS PER SHEET 5 OF 16 OF THE GRADING PLANS, FOR THE UNITS #1, 2, 3, 8, 9, AND 10 THE LOWER FLOOR LEVELS AT THE PLUMBING FIXTURES ARE BELOW THE UPSTREAM MANHOLE RIM ELEVATION OF 72.00. NOTE THIS IS UP TO 3 FEET ABOVE SOME FINISHED FLOOR ELEVATIONS. Please show the upstream sewer manhole rim and finished floor elevations. Provide backwater valves for all fixtures installed on floor levels below the next upstream manhole rim elevation. (Only fixtures installed on floor levels below the next upstream manhole rim elevation may flow through a backwater valve.) CPC 710.1 THIS STILL APPLIES. SHOW THAT THE LOWER FLOOR FIXTURE DRAIN LINE IS PROTECTED BY BACKWATER CHECK VALVE AND SEPARATE FROM THE UPPER FLOOR FIXTURE DRAIN LINE. 12. See the item #6 above. The new sheet 6 of grading plans (Dr·awing No. 489- 5A) seem to show the public water meters have been moved to the public street right-of-way. The only 125 feet total developed water pipe length (from the public water meter to the most distant water fixtur,e) is much too low. The drawings seem to show the longest developed pipe length to be about 300 feet and the shortest developed pipe length to be over 225 feet. Please correct the water line sizing calculations on sheet P-0.1. Provide complete water line sizing calculations: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths. CPC 610.0 or Appendix 'A'. . Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. End EsGil Corporation In ([Jartnersfzip with qovernment for (]3ui(cfing Safety DATE: 11/10/2014 JURISDICTION: City of Carlsbad PLAN CHECK NO.: pc13-58 PROJECT ADDRESS: Navarra Drive SET~§ PROJECT NAME: Coastal Living 10 Condominiums D _APPLICANT ,a" JURIS. D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D 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. 0 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: Coastal Living 10 2710 Loker Avenue West #21 0 Carlsbad, CA 92010 D 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 be~:m completed. Person contacted: Coastal Living 10 Telephone#: Date contacted: 1'110 (by:J)Jt) Email: Fax #: Mail/ Telephone Fax In Person D REMARKS: By: David Yao Enclosures: EsGil Corporation IZ] GA IZ] EJ 0 MB 0 PC 11/3 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad pc13-58 11/10/2014 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. The notes in bold font are current. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, EnginE~ering 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. PLUMBING AND MECHANICAL CORRECTIONS + PLAN REVIEW NUMBER: PC13-58 SET: IV PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 6. PLEASE PROVIDE A COPY OF THE CONSTRUCTION DRAVVINGS FOR THE PROPOSED ON-SITE PUBLIC WATER LINES FROM THE PROPERTY LINE TO THE PUBLIC WATER METERS IN FRONT OF EACH GAR,AGE (CIVIL DRAWINGS). THE GRADING PLANS ARE NOT CONSTRUCTION DRAWINGS FOR PUBLIC WATER AND PUBLIC SEWER SYSTEMS. PLEASE SHOW THE REQUIRED WATER EASEMENTS FOR THE PROPOSED PUBLIC WATER LINES, PUBLIC WATER METERS AND PUBLIC SEWER LINE ON THE PRIVATE PROPERTY. No response provided. On the site plan please show all easements. PLUMBING (2013 CALIFORNIA PLUMBING CODE) 8. THE PLUMBING MATERIAL SCHEDULE ON SHEET P-0.1, SHOWS ONLY TYPE L COPPER TUBING WATER PIPING. BUT, THE PLUMBING GENERAL NOTES # 16, 18 & 22 STILL SHOW PEX, CPVC AND/OR AQUATHERM GREENPIPE WATER PIPING SYSTEMS. PLEASE CORRECT. ALSO, CORRECTION #12 BELOW IS NOT AN ISSUE IF TYPE L COPPER TUBING WATER PIPING IS USED. Provide a plumbing material schedule on the plans City of Carlsbad pc13-58 11/10/2014 describing the following systems: Potable water piping, the drain, waste, and vent piping, gas piping, and the roof drains. POTABLE WATER PIPE IS LISTED AS PEX OR CPVC IN RESIDENCE UNDER GENERAL NOTE #22 ON P-0.1 BUT NOTE 16 & 18 INDICATE "AQUATHERM GREENPIPE" PROVIDE CONSISTENT NOTATIONS ON THE PLANS FOR MATERIALS 10. PLEASE PROVIDE A COPY OF THE CONSTRUCTION DRAWINGS FOR THE PROPOSED ON-SITE PUBLIC SEWER SYSTEM AND PUBLIC WATER LINES FROM TIHE PROPERTY LINE TO THE PUBLIC WATER METERS IN FRONT OF EACH GARAGE (CIVIL DRAWINGS). THE GRADING PLAINS ARE NOT CONSTRUCTION DRAWINGS FOR PUBLIC WATER AND PUBLIC SEWER SYSTEMS. PLEASE SHOW THE REQUIRED WATER EASEMENTS FOR THE PROPOSED PUBLIC WATER LINES, PUBLIC WATER MIETERS AND PUBLIC SEWER LINE ON THE PRIVATE PROPERTY. Identify the extent of the private sewer, water on the plumbing site plan. Clearly specify, on the plans, which City Department is responsible for the permitting, plan che~ck, and inspections for the private utility systems. If private, the responsibility of the City Building Department, and under the Uniform Plumbing Code, provide complete civil site utility plans for plan check, or obtain a separate permit from the City for the civil site plans. THIS STILL APPLIES. VERIFY THAT CITY 1WILL APPROVE AND INSPECT THE PRIVATE SEWER AND WATER LINES ON THE SITE 11. AS PER SHEET 5 OF 16 OF THE GRADING PLANS, FOR THE: UNITS #1, 2, 3, 8, 9, AND 10 THE LOWER FLOOR LEVELS AT THE PLUMBING FIXTURES ARE BELOW THE UPSTREAM MANHOLE RIM ELEVATION OF 72.00. NOTE THIS IS UP TO 3 FEET ABOVE SOME FINISHED FLOOR ELEVATIONS. Please show the upstream sewer manhole rim and finished floor elevations. Provide backwater valves for all fixtures installed on floor levels below the next upstream manhole rim elevation. (Only fixtures installed on flom levels below the next upstream manhole rim elevation may flow through a ba(;kwater valve.) CPC 710.1 THIS STILL APPLIES. SHOW THAT THE LOWERFLOOR FIXTURE DRAIN LINE IS PROTECTED BY BACKWATER CHECK VALVE AND SEPARATE FROM THE UPPER FLOOR FIXTURE DRAIN LINE. 12. ALSO, ITEM #12 BELOW IS NOT AN ISSUE IF TYPE L COPPER TUBING WATER PIPING IS USED. SEE CORRECTION 8 ABOVE. Provide complete water line sizing calculations: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths. CPC 610.0 or Appendix 'A'. PROVIDE AQUATHERM GREENPIPE MANUFACTURERS SIZING INFORMATION. PLUMBING SHEETS P-1A & P-1 B SHOW DEMAND FROM EACH UNIT IS 39.5 FU. THE TABLE ON P-0.1 SHOWS THAT 1-1/4" WATER LINE CAN SERVE 42 FU USING THE "AQUATHERM GREENPIPE". WHERE DID YOU GET THE INFORMATION FOR THE AQUATHERM GREENPIPE SIZING TABLE? 14. THE DETAIL 6 ON SHEET P-4.1 WAS REVISED BACK TO SHIOW THE GAS SHUTOFF VALVE ON THE INCORRECT SIDE OF THE DIRT LEG. PLEASE CORRECT. Include the gas piping sediment trap installed downstream of the City of Carlsbad pc13-58 11/10/2014 appliance shutoff valve as close to the inlet of the appliance as practical. Exceptions: Appliances with an internal sediment trap,( or) ranges, clothes dryers, gas fireplaces, and outdoor grilles. CPC 1212.7. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (201 0 CALIFORNIA ELECTRICAL COOlE) New: I have two service designs: One shows an individual service panel on the front of the garages (E-1A & E-1 B) and a common service with mulltiple meters (single line diagram/sheet E-4). Please clarify. After this issue is rtesolved, hopefully most of the following previous comments may be satisned. A. THE SINGLE LINE ON SHEET E-4 DOES NOT CLEARLY LIST THE FEEDERS SERVING EACH OF THE UNITS. THE BREAKERS FOR EACH UNIT IS LISTED AS 125A. THE FEEDERS ARE LISTED AS 4-l~3 AND , 3/C #1/0 AND 3/C #1. NONE OF THIS MAKES SENSE FOR THE PROPOSED 125 SUBPANEL FEEDERS. • Include the voltage drop calculations method f()r unit 7's feeder. • The service (units 1 -7) requires a main (6 handle rule). Please provide. • Include the feeder material type on the single line diagram (copper or aluminum). + Each unit has a dedicated water supply. Revis,1e the single line to include the electrode/bonding requirements. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. End EsGil Corporation In CJ!artnersfzip witfz government for CJ3ui{aing Safety V,PPLICANT ~~URIS. Cl PLAN REVIEWER Cl FILE DATE: 7/25/2014 JURISDICTION: City of Carlsbad PLAN CHECK NO.: pc13-58 SET: II PROJECT ADDRESS: Navarra Drive PROJECT NAME: Coastal Living 10 Condominiums D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [;g) The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [;g) The applicant's copy of the check list has been sent to: Coastal Living 10 2710 Loker Avenue West #210 Carlsbad, CA 92010 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. [;g) EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Coastal Living 10 Telephone#: DaJe contacted:~S (by:~ Email: ViVIan Telephone Fax In Person Fax#: D REMARKS: By: David Yao Enclosures: EsGil Corporation ~ GA ~ EJ 0 MB 0 PC 7/17 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad pc13-58 7/25/2014 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. The notes in bold font are current. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) :560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 3. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: (The building codE~ data is not on the plan. The corrections just a guild line. It may have other iissues.) Occupancy Classification(s) -R3 For Mixed Occupancy Buildings, state whether the "nonseparc!lted" or "separated" option was chosen from Sections 508.3/508.4. 7. When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 705.3. An exception is provided if the combined area of the buildings is within the limits specified in Chapter 5 for a single building. If this exception is used, show how the building(s) will comply. Section 503.1.2. 13. Provide area analysis to show how the buildings comply with the allowable floor area. Table 503. Note: In California, the State Fire Marshal made the following restrictive changes to the IBC: The assumed property lines and area analysis on the plan d1oes not make sense and do not work. Only way to make the building comply with the code requirements are change the occupancy group to R3.(1Per the definition for "townhouses" in CRC. Provide separated electrical service. water meter and sewer hook-up for each unit. City of Carlsbad pc13-58 7/25/2014 37. Indicate on the plans whether the sprinkler system is the residential type (13-R). If so, exceptions to, or reductions in code requirements allowed because of the installation of an automatic fire-extinguishing system are NOT permitted. For example, Section 506.3 allows area increases only if the sprinkler system complies with Section 903.3.1.1 (not 903.3.1.2, which is the 13-R section). (Sheet A-0 someplace shows type 13-R someplace shows type 13. Please clarify and be consistent.) 44. Provide calculations prepared by a licensed engineer that will show water consumption reduction of 20% below the baseline water consumption listed in Table 4.303.1. In lieu of providing the calculations, imprint on the plans the attached Table 4.303.2 listing fixtures that meet the 20% reduction. CGC 4.303.1. TABLE 4.303.2 FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE AT~ 20% REDUCTION Showerheads 2 gpm@ 80 psi Lavatory faucets, residential 1.5 gpm @ 60 psi2 Kitchen faucets 1.8 gpm@ 60 psi Gravity tank-typewater closets 1 .28 gallons/flush 1 1. Includes single and dual flush water closets with an effective flush of 1.28 gallons or less. Single flush toilets-The effective flush volume shall not exceed 1.28 gallons (4.8 liters). The effective flush volume is the average flush volume when tested in accordance with ASME A 112.19.233.2. Dual flush toilets-The effective flush volume shall not exceed 1.28 gallons (4.8 liters). The effective flush volume is defined as the composite, average flush volume of two reduced flushes and one full flush. Flush volumes will be tested in accordance with ASME A112.19.2 and ASME A112.19.14. 2. Lavatory faucets shall not have a flow rate less than 0.8 gpm at ::20 psi. 57. The foundation plan (S2b) shows masonry retaining wall right next to the stud wall (?). Provide section through to show the relation between the wood stud wall and masonry retaining wall. The response shows sheets revised wall moved. It not clear where on the plan show it? Please provide section through the retaining '!Vall and stud wall. City of Carlsbad pc13-58 7/25/2014 A1. The egress window for bedroom #4 unit 6 appears to through window well. Provide plan and section through the window well and show the window well comply with R31 0.2. (9 square feet? ladder? Drain?) To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes D No D 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 David Yao at Esgil Corporation. Thank you. City of Carlsbad pc13-58 7/25/2014 PLUMBING AND MECHANICAL CORRECTIONS + PLAN REVIEW NUMBER: PC13-58 SET: II PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 1. The final set of corrected drawings to be reviewed for signin'!9 and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. 2. In unit #6 the plans now clearly show a window well at the b4~droom #4 without a storm water drainage system. Please correct. Correct all building sections to show the retaining walls and correct the grade levels shown. 3. See the item 3 above. Detail the required fire rated separatio11ns between the dwelling units. Please show the proposed Building Occupancies. R-2, U and R-3? 6. No response provided. On the site plan please show all easements. PLUMBING (201 0 CALIFORNIA PLUMBING CODE) No plumbing responses provided and still no plumbing plans, plumbing details and plumbing calculations provided. Please address the followingrr items number 7. though number 19 that follows: 7. No plumbing drawings and calculation provided in the plan packages. Please provide complete plumbing plans and calculations. 8. Provide a plumbing material schedule on the plans describing the following systems: Potable water piping, the drain, waste, and vent piping, gas piping, and the roof drains. 9. Provide the site plumbing plans showing the sizes and locations of the gas meters and water meters; and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines. 10. Identify the extent of the private sewer, water, and gas systems on the plumbing site plan. Clearly specify, on the plans, which City Department is responsible for the permitting, plan check, and inspections for the private utility systems. If private, the responsibility of the City Buildiiing Department, and under the Uniform Plumbing Code, provide complete civil site utility plans for plan check, or obtain a separate permit from the City for the civil site plans. City of Carlsbad pc13-58 7/25/2014 11. Please show the upstream sewer manhole rim and finished floor elevations. Provide backwater valves for all fixtures installed on floor levels below the next upstream manhole rim elevation. (Only fixtures installed on floor levels below the next upstream manhole rim elevation may flow through a backwater valve.) CPC 710.1 12. Provide complete water line sizing calculations: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths. CPC 610.0 or Appendix 'A'. 13. Provide gas line plans and calculations, showing gas pressures, piping types, pipe lengths, gas demands and pipe sizing method u~;ed. CPC Section 1217.0. 14. Include the gas piping sediment trap installed downstream of the appliance shutoff valve as close to the inlet of the appliance as practical. Exceptions: Appliances with an internal sediment trap,( or) ranges, clothEi!S dryers, gas fireplaces, and outdoor grilles. CPC 1212.7. 15. Showers and tub-shower combinations, control valves must be pressure balance or thermostatic mixing valves. CPC Section 418.0. 16. As of July 1, 2011, new or relocated water closets and assoc:iated flushometer valves, if any, shall use no more than 1.28 gallons per flush, CPC, Sections 402.1 & 402.2.2; and shall meet performance :.standards, established by the American National Standards Institute Standard A112.19.2, H & S Code, Section 17921.3(b). Please correct all the proposed water closets. 17. Show 1/4 inch per 12 inch slope on drain and waste lines. CIPC Section 708.0 18. Provide the following information concerning the water heater: A) Show P & T valve on water heater and detail the drain routing to the exterior. It may not be installed upwards from the valve. CPC 506.2/608.3 B) Provide combustion air design: Show opening sizes and routing of ducts. CPC 507.0 C) Detail the water heater vent installation: Size, routing, slope, and termination location (Minimum 8' from vertical surfac«~s). CPC 510.0 D) An expansion tank or other approved device is requir1ed if system pressure relief is not available due to the installation of backflow devices or certain pressure regulators. Please addre~;s. CPC 608.3 19. A complete plumbing plan check will be done when plumbing plans and calculations are provided. City of Carlsbad pc 13-58 7/25/2014 MECHANICAL (201 0 CALIFORNIA MECHANICAL CODE) 21. Detail the required 30 X 30 inch access clearances from attic access through the attic to HVAC units. Detail truss and truss web clearances and the required catwalk through the attic. Provide complete mechanical plans showing existing and proposed HVAC equipment, ducts, and access to all equipment. 25. The response states: "See plumbing Drawings." But no plumbing drawings provided. Detail the primary and secondary mechanical condensate waste design: Pipe sizing, routing, and termination areas. CMC 309.0 8,( CPC 807.0 26. Residential ventilation requirements: A) Kitchens require exhaust fans (either intermittent/1 00 cfm or continuous/5 air changes/hour), ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. B) Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. A bathroom is defined "as a room with a bathtub, shower, or spa or some similar source of moisture". C) Detail controls for combo fan & light unit and show sone ratings for all exhaust fans #EF-3. Mechanical whole house ventilation must be provided. Include the following information: Fan sizing (cfm), "Sone" specification, and the duct sizing and length. Note: The information must match or exceed the design found on CF-6R-MECH ener~IIY forms. • Check the six inch duct lengths for the required zone ratings. All fans installed to meet the preceding requirements must be specifiE•d at a noise rating of a maximum 1 "Sane" (for the continuous use calculation) or 3 "Sane" (for the intermittent use calculation) 29. Correct the clothes dryer venting as per the following: Provide a dryer vent design that complies with the requirements of CMC 504.3.2 (14 feet maximum length w/ (2) 90°'s). Submit a complying design, or provide an engineered solution, or provide the manufacturers installation instructions complete with Building Official approval for use of a specific brand of dryer. CMC 504.3.2.2. A) There are no known listed fire dampers that are approved to be installed in the dryer vent systems (because of the heat & lint). Please correct the dryer ducting in Units #6 & 7. B) Correct the length of the dryer venting systems in Units #6 & 7. 1) In Unit #7 the plans seem to show a total duct l4~ngth of about 15 feet with three 90 degree elbows (one at the back of the dryer, one at the top of the wall into the ceiling and one more within the ceiling space). CMC, Section 504.3.2:.2 allows one 12 feet with three 90 degree elbows. City of Carlsbad pc13-58 7/25/2014 2) In unit #6 the plans call for a Fantech dryer booster fan but the installation is not clearly detailed on the drawings, but I can see it does not comply with the installation instructions for the Fantech dryer booster fan: Dryer vent looks to be about 28 feet long with four 90 degree elbows. a) The Fantech dryer booster fan is not approved for use with Gas Fired Clothes Dryers. b) Dryer duct is not minimum 30 foot long. c) The locations of the booster fan and required access is not shown. C) For Units #8, 9, &10 please provide the following data: 1) Detail the dryer duct length from back of the dryer up the wall (about 7 feet) and through attic space (not more than 7 feet). 2) Detail the dryer roof cap showing no screen andl the required back draft damper. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (201 0 CALIFORNIA ELECTRICAL CODE) New: I have two service designs: One shows an individual service panel on the front of the garages (E-1A & E-1 B) and a common service with multiple meters (single line diagram/sheet E-4). Please clarify. After this issue is resolved, hopefully most of the following previous comments may be :satisfied. 1. Provide a single line diagram for the new service. Include the following information: • Number of meters. • Size (amperes, phase, and voltage) of the service. • Grounding and bonding details. Note: Multiple water supply piping entries exist be sure to describe all piping connections to the bond system. • The Utility fault current available and the AIC rating for all service overcurrent devices. • Specify whether the system design is fully-rated, series rated, or engineered (fault current levels shown throughout the system). • Feeder overcurrent device and conductor sizing. City of Carlsbad pc13-58 7/25/2014 • The enclosure type: Indoor (NEMA 1) or exterior (NEMA 3). 2. Include the service(s) location(s). 3. Provide a load calculation worst case scenario for the largest unit. 4. Provide panel schedules. 5. This project appears to have separated buildings: The number of services is an unknown. Be sure to show grounding bonding and building disconnection for each building. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. End EsGil Corporation In CJ?artnersliip witli government for c.Bui{aing Safety DATE: 12/4/2013 JURISDICTION: City of Carlsbad PLAN CHECK NO.: pc13-58 PROJECT ADDRESS: Navarra Drive SET: I PROJECT NAME: Coastal Living 10 Condominiums '7-'APPLICANT _./U JURIS. CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on thE3 enclosed check list and should be corrected and resubmitted for a complete recheck. I:8J The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I:8J The applicant's copy of the check list has been sent to: Coastal Living 10 2710 Loker Avenue West #21 0 Carlsbad, CA 02010 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. [:8] EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Coastal Living 10 Telephone#: D~e contacted: rz.--( .f-(by~ Email: Fax #: V"i\nail Telephone Fax In Person D REMARKS: By: David Yao Enclosures: EsGil Corporation [J GA [J EJ 0 MB 0 PC 11/21 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad pc13-58 12/4/2013 PLAN REVIEW CORRECTION LIST MULTI-FAMILY PLAN CHECK NO.: pc13-58 OCCUPANCY: R-2 TYPE OF CONSTRUCTION: VB? ALLOWABLE FLOOR AREA: ? SPRINKLERS?: Y? REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 12/4/2013 FOREWORD (PLEASE READ): JURISDICTION: City of Carlsbad USE: condo ACTUAL AREA: STORIES: 2/3 HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 11/21 PLAN REVIEWER: David Yao This plan review is limited to the technical requirements contained in the California version of the 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 2010 edition of the California Building Code (Title 24), which adopts the following model codes: 2009 IBC, 2009 UPC, 2009 UMC and 2008 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 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specific:ation section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad pc13-58 12/4/2013 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 1. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. 2. Provide total construction cost of the project. 3. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: (The building code data is not on the plan. The corrections just a guild line. It may have other issues.) + Occupancy Classification(s) + For Mixed Occupancy Buildings, state whether the "nonseparated" or "separated" option was chosen from Sections 508.3/508.4. + Type of Construction + Sprinklers: Yes or No + Stories + Height + Floor Area + Occupant Load + Justification to exceed allowable area in Table 503 (if applicable) + Justification to exceed allowable height or stories in Table ~503 (if applicable) 4. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2010 California Building Code, which adopts the 2009 IBC, 2009 UMC, 2009 UPC and the 2008 NEC. City of Carlsbad pc13-58 12/4/2013 5. Specify on the Title Sheet of the plans the gross floor area of each element of this project, including dwelling, garage, carport, patio, deck and balcony. Section 107.2. 6. 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, per Sec. 1 07.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the registered des1ign 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." • LOCATION ON PROPERTY 7. When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 705.3. An exception is provided if the combined area of the buildings is within the limits specified in Chapter 5 for a single building. If this exception is used, show how the building(s) will comply. Section 503.1.2. 8. Please demonstrate compiiance with Table 602 for fire-resistance rating requirements for exterior walls. The following specific area(s) should be addressed: a) East and west exterior walls shall be 1 hr per table 602. b) In California, Section 705.5 was modified for Group A, E, H, I, Land R occupancies, along with high-rise buildings, by requiring Elxterior walls to be rated for exposure to fire from both sides, when such walls are required to be fire rated per Tables 601 and 602. 9. Exterior walls shall have a 30 inch parapet when they are required to be fire- resistance rated in accordance with Table 602 because of fire separation distance (see exceptions, Section 705.11 ). The uppermost 18" of such parapets shall be noncombustible. 10. Please demonstrate compliance with Table 705.8 for limitations on openings in exterior walls, based on fire separation distance. See also Section 705.10. The following specific area(s) should be addressed: a) East and west exterior wall/ 11. Projections shall not extend beyond the distance determined by the following two methods, whichever results in the lesser projection (Section 70e:,_2): City of Carlsbad pc13-58 12/4/2013 a) A point one-third the distance from the exterior face of the wall to the lot line where protected openings (or a combination of protected and unprotected openings) are required in the exterior wall. For exterior walls that are in the range of 3' to 20' from the lot line, this will govern. b) A point one-half the distance from the exterior face of the wall to the lot line where all openings in the exterior wall are permitted to be unprotected or the building is equipped throughout with an automatic sprinkler system installed under the provisions of Section 705.8.2. c) More than 12 inches into areas where openings are prohibited. 12. Combustible projections located where openings are required to be protected (or where openings are prohibited) shall be heavy timber or 1-hour fire-resistance- rated construction. For most buildings, this applies to projections within 5' of the lot line in nonsprinklered buildings, and 3' for sprinklered buildings. Section 705.2.3. • BUILDING AREA 13. Provide area analysis to show how the buildings comply with the allowable floor area. Table 503. a) Note: In California, the State Fire Marshal made the following restrictive changes to the IBC: i) The provision for allowing fire sprinklers to increase the allowable floor area together with the allowable height is not allowed for Group A, E, H, I, Land R occupancies, along with high-rise buildings (sprinklers can be used to increase the area or height, but not both). Section 504.2. ii) For Group A, E, H, I, Land R occupancies, along with high-rise buildings, the maximum allowable floor area may be increased by only two from Section 506.4 (instead of 3 as listed in the IBC). This also applies to Section 506.5.2. iii) For Group R occupancies, the maximum allowable floor area cannot be increased if a 13-R sprinkler system is installed (i.e .. Exception 2 in Section 506.4.1 of the IBC was removed). • BUILDING HEIGHT/STORIES 14. The height and number of stories cannot exceed that shown in Table 503. Show the code basis for the heighUnumber of stories as shown. a) Note: In California, the IBC provision for allowing fire sprinklers to increase the allowable floor area together with the allowable height is not City of Carlsbad pc13-58 12/4/2013 allowed for Group A, E, H, I, Land R occupancies, along with high-rise buildings. Section 504.2. • FIRE-RESISTIVE CONSTRUCTION 15. Provide details on the plans for the fire-resistive construction. Include roof/ceiling assemblies, floor/ceiling assemblies, wall assemblies, column and beam assemblies, etc. Be sure to list with each detail the basis of approval (U.L. listing number, ICC research report, etc.). a) In California, Section 705.5 was modified for Group A, E, H, I, Land R occupancies, along with high-rise buildings, by requiring exterior walls to be rated for exposure to fire from both sides, regardless of fire separation distance. 16. Detail how fire-resistive wall construction will be maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 713.3.2. 17. Detail on the plans how fire-resistive wall and ceiling protection will be maintained at all duct penetrations, such as at bathroom and kitchen hood fans, laundry room fans and dryer vents. Section 716. (if applicable) 18. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in IBC Section 713." 19. An elevator machinery room is required to be separated from the remainder of the building by fire barriers (707) and horizontal assemblies (712) that are not less than the required rating of the hoistway. Please detail how these ratings will be maintained for the mechanical openings shown. Note: This comment does not apply to buildings 4 stories or less above grade plane and the machinery room does not abut the elevator hoistway. esc 3006.4. + SOUND TRANSMISSION 20. Wall assemblies separating dwelling units from each other and from common space (such as corridors, laundry rooms, common garages, sen.fice areas, etc.) must have a listed rating of STC 50 (and IIC of 50 for floors). SE~ction 1207. 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. 21. Show how penetrations of assemblies for piping, electrical devices, recessed cabinets, bathtubs, soffits or heating, ventilating or exhaust ducts shall be sealed, lined or insulated or treated to maintain the required sound ratings. + EXITS 22. Please provide an exit analysis plan (may be 8 1/2" x 11" or any convenient size). Show in this analysis the occupant load of each area, the! general exit flow City of Carlsbad pc13-58 12/4/2013 patterns (by using arrows), accumulated occupant loads and required exit widths. Section 107.2.3. (Provide exit analysis to show only one exit is O.K. per the following items.) 23. At least two exits must be provided from each floor in a building, per Section 1021. Exceptions: s tones R eqwrmg 0 I 0 E. n1y ne X It STORY OCCUPANCY MAXIMUM OCCUPANTS PER FLOOR AND TRAVEL DISTA",ICE 2na story R-2 4 dwelling units ~md 50' travel distance 3ra story R-2 4 dwelling units ~md 50' travel distance a See Sect1on 1021.1.2 for park1ng structures • STAIRWAYS 24. Provide spiral stairway details, per Section 1009.9: a) Minimum run is 7-1/2 inches measured at a point 12 inches from where the treads are the narrowest. b) Maximum rise is 9-1/2 inches. c) Minimum headroom is 6 feet 6 inches. d) The minimum stairway width shall be 26 inches. 25. All interior exit stairways shall be enclosed (even 2-level stairs). Section 1022.1. Exceptions: (Provide occupant load calculation to show the interior stairway serving less than 10 otherwise the stairway shall be enclosued.) a) A stairway serving an occupant load of less than 10, not more than one story above/below its level of exit discharge, is not require~d to be enclosed. 26. Exterior exit stairs shall be separated from the interior of the buillding. Openings shall be limited to those necessary for egress from normally occupied spaces. Section 1026.6. See exceptions. City of Carlsbad pc 13-58 12/4/2013 NO PROTECTION REQUIRED :Y. -HR. OPENING PROTECTIVE 10'-0" SEC.1020.1.4 10'-0" SEC. 1020.1 EXTERIOR WALL AREA INSIDE DASHED LINE REQUIRED 1-HR. PROTECTION OPENINGS LIMITED BY SECTIONS 1020.1.1 & 1020.1.2 (E.G. NO WINDOWS PERMITTED IN CROSS-HATCHED AREA) ,~ 10'·0" ,t SEC. 1020.1.4 -%-HR. OPENING PROTECTIVE lr Sl: 1 inch= 25.4 mm, 1 foot= 304.8 mm. Figure 1023.6(1) PROTECTION OF EXTERIOR STAIRWAYS + ELEVATORS 27. In buildings having an elevator in California, Group A, E, H, I, Land R occupancies, along with high-rise buildings, at least one gurney-sized elevator shall be provided. The elevator car shall be of such a size and arrangement to accommodate a 24-inch by 84-inch ambulance gurney or stretcher in the horizontal, open position. Section 3002.4. 28. In buildings having an elevator in California, Group A, E, H, I, Land R occupancies, along with high-rise buildings, an enclosed elevator lobby shall be provided at each floor (where the elevator connects more than 2 stories) shall be provided. Note: The exception to eliminate the lobby due to fire sprinklers does not apply to these occupancies. Section 708.14.1. 29. Doors other than the hoistway door and the elevator car door are prohibited at the point of access to elevator car, except doors readily openablle from the car side without a key, tool, special knowledge or effort. IBC, Section 3002.6. • GENERAL RESIDENTIAL REQUIREMENTS City of Carlsbad pc13-58 12/4/2013 30. A fire alarm system and an automatic smoke detection system may be required in Group R occupancies. Please review Section 907.2.8 and 907.2.9. 31. In California, if a fire alarm system is required, it shall activate a means of warning the hearing impaired. Please note this on the plans. CBC Section 1007.12. 32. In dwelling units within which fuel-burning appliances are installed (and in dwelling units having attached garages), show the locations of permanently wired carbon monoxide alarms with battery backup, per Section 420.4: (first floor-unit 2,3,4,5, 2nd floor-2,3,4,5,6) a) Outside each separate sleeping area in the immediate vicinity of the bedrooms. b) On each story, including basements. + NOTE: When more than one carbon monoxide alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the unit. + ROOFS 33. Specify on the plans the following information for the deck/roof materials, per Section 1506.3: a) Manufacturer's name. b) Product name/number. c) ICC approval number, or equal. 34. Specify minimum 1/4 inch per foot roof/deck slope for drainage. Section 1507.10.1. 35. Show the required attic ventilation on the plans. Show "area required" and "area provided." The net free ventilating area shall not be less that 1/~3001h of the area of the space ventilated. Further, 50% of the opening area must be provided with ventilators in the upper portion (at least 3' above eave or cornice) with the balance of ventilators provided by eave or cornice vents. Section 1203.2. 36. Show location of attic access with a minimum size of 20"x30", unless the maximum vertical headroom height in the attic is less than 30 inGhes. Access must be provided to each separated attic area. Section 1209.2. • FIRE EXTINGUISHING 37. Indicate on the plans whether the sprinkler system is the residential type (13-R). If so, exceptions to, or reductions in code requirements allowed because of the installation of an automatic fire-extinguishing system are NOT permitted. For example, Section 506.3 allows area increases only if the sprinkler system City of Carlsbad pc13-58 12/4/2013 complies with Section 903.3.1.1 (not 903.3.1.2, which is the 13-R section). (Sheet A-0 someplace shows type 13-R someplace shows type 13. Please clarify and be consistent.) 38. Specify on the plans that portable fire extinguishers will be installed in the building in accordance with Section 906. • DISABLED ACCESS 39. Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List. + MISCELLANEOUS LIFE/SAFETY 40. Ducts penetrating nonfire-rated floors may require fire dampers if they connect more than two stories. Review Item 3 in IBC Section 716.6.3.(if applicable) + GREEN BUILDING STANDARDS 41. Note on the plans that interior moisture control at slab on grade floors shall be provided by the soil engineer responsible for the project soil report per CGC Section 5.505.2.1, item 3. If a soil engineer has not prepared a soil report for this project, the following is required: A 4" thick base of%" or larger clean aggregate shall be provided with a vapor barrier in direct contact with concrete, with a concrete mix design which will address bleeding, shrinkage and curling shall be used. 42. Note on the plans that the moisture content of wood shall not exceed 19% before it is enclosed in construction. The moisture content needs to be certified by one of 3 methods specified. Building materials with visible signs of water damage should not be used in construction. The moisture content must be determined by the contractor by one of the methods listed in CGC Section 4.505.3. 43. Note on the plans that prior to final approval of the building the liicensed contractor, architect or engineer in responsible charge of the overall construction must complete and sign the Green Building Standards Certification form and given to the building department official to be filed with the approved plans. (Note 10 on sheet A-1 missing some wards) 44. Provide calculations prepared by a licensed engineer that will show water consumption reduction of 20% below the baseline water consumption listed in Table 4.303.1. In lieu of providing the calculations, imprint on the plans the attached Table 4.303.2 listing fixtures that meet the 20% reductiion. CGC 4.303.1. TABLE 4.303.2 FIXTURE FLOW RATES City of Carlsbad pc13-58 12/4/2013 FIXTURE TYPE Showerheads Lavatory faucets, residential Kitchen faucets Gravity tank-typewater closets MAXIMUM FLOW RATE AT~ 20% REDUCTION 2 gpm@ 80 psi 1.5 gpm @ 60 psi2 1.8 gpm@ 60 psi 1.28 gallons/flush 1 1. Includes single and dual flush water closets with an effective flush of 1.28 gallons or less. Single flush toilets-The effective flush volume shall not exceed 1.28 gallons (4.8 liters). The effective flush volume is the average flush volume when tested in accordance with ASME A112.19.233.2. Dual flush toilets-The effective flush volume shall not exceed 1.28 gallons (4.8 liters). The effective flush volume is defined as the composite, average flush volume of two reduced flushes and one full flush. Flush volumes will be tested in accordance with ASME A112.19.2 and ASME A112.19.14. 2. Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. 45. Note on the plans that when a shower is provided with multiple shower heads, the sum of flow to all the heads shall not exceed the 20% reducE~d limit, or the shower shall be designed so that only one head is on at a time. CGC 4.303.2. + FOUNDATION 46. 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 soil report are properly incorporated into the plans (see page 12 of the soil report). • STRUCTURAL 4 7. Provide truss details and truss calculations for this project. Per Section 2303.4.2, the truss manufacturer shall provide a truss placement diagram that shows the locations of each truss. Specify on the plans the truss identification numbers. 48. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review'' stamp on the truss calculations or a letter). 49. Provide detail and calculation to show how the spiral stairway been supported? City of Carlsbad pc13-58 12/4/2013 50. The framing plan shows 37, 48, 60. The number appears to be hold down anchors. (?)> Please clarify on the framing plan and provide typical connection detail. 51. The location of D85 was not clear. Sheet S4b beam schedule shows D85. The framing plan does not reference D85. Please clarify. 52. The calculation shows F81 span 15 feet. Sheet S4a shows F81 span more than 15 feet. Please check. 53. The beam size for F84 was not identified on the schedule. Please check. 54. The location of F811, F817, H6 and H7 was not referenced from the faming plan. Please clarify. 55. The calculation for the lateral force analysis shows gird line P-shear wall type and hold down "CHECK". Please clarify. 56. Provide calculation for the retaining wall 1/S2b. 57. The foundation plan (S2b) shows masonry retaining wall right next to the stud wall (?). Provide section through to show the relation between the wood stud wall and masonry retaining wall. • ADDITIONAL 58. Please refer to the following corrections for mechanical, plumbing, electrical and energy items. 59. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 60. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes 0 No 0 61. 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 David Yao at Esgil Corporation. Thank you. City of Carlsbad pc13-58 12/4/2013 PLUMBING AND MECHANICAL CORRECTIONS + PLAN REVIEW NUMBER: PC13-58 SET: I PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 1. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. 2. Correct all building sections to show the retaining walls and correct the grade levels shown. 3. Please show the proposed Building Occupancies. R-2, U and R-3? 4. Clearly show the type of construction. 5. On the site plan please show the assumed property lines between each separate building and the required property line fire rated walls and opening protection. 6. On the site plan please show all easements. PLUMBING (201 0 CALIFORNIA PLUMBING CODE) 7. No plumbing drawings and calculation provided in the plan packages. Please provide complete plumbing plans and calculations. 8. Provide a plumbing material schedule on the plans describing the following systems: Potable water piping, the drain, waste, and vent pipin~J, gas piping, and the roof drains. 9. Provide the site plumbing plans showing the sizes and locations of the gas meters and water meters; and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines. 10. Identify the extent of the private sewer, water, and gas systems on the plumbing site plan. Clearly specify, on the plans, which City Department is responsible for the permitting, plan check, and inspections for the private utility systems. If private, the responsibility of the City Building Department, and under the Uniform Plumbing Code, provide complete civil site utility plans for plan c:heck, or obtain a separate permit from the City for the civil site plans. 11. Please show the upstream sewer manhole rim and finished floor elevations. Provide backwater valves for all fixtures installed on floor levels below the next upstream manhole rim elevation. (Only fixtures installed on floor levels below City of Carlsbad pc13-58 12/4/2013 the next upstream manhole rim elevation may flow through a backwater valve.) CPC 710.1 12. Provide complete water line sizing calculations: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths. CPC 610.0 or Appendix 'A'. 13. Provide gas line plans and calculations, showing gas pressures, piping types, pipe lengths, gas demands and pipe sizing method used. CPC Section 1217.0. 14. Include the gas piping sediment trap installed downstream of the appliance shutoff valve as close to the inlet of the appliance as practical. Exceptions: Appliances with an internal sediment trap,(or) ranges, clothes dryers, gas fireplaces, and outdoor grilles. CPC 1212.7. 15. Showers and tub-shower combinations, control valves must be pressure balance or thermostatic mixing valves. CPC Section 418.0. 16. As of July 1, 2011, new or relocated water closets and associated flushometer valves, if any, shall use no more than 1.28 gallons per flush, CPC, Sections 402.1 & 402.2.2; and shall meet performance standards, established by the American National Standards Institute Standard A 112.19.2, H & S Code, Section 17921.3(b). Please correct all the proposed water closets. 17. Show 1/4 inch per 12 inch slope on drain and waste lines. CPC Section 708.0 18. Provide the following information concerning the water heater: a) Show P & T valve on water heater and detail the drain routing to the exterior. It may not be installed upwards from the valve. CPC 506.2/608.3 b) Provide combustion air design: Show opening sizes and routing of ducts. CPC 507.0 c) Detail the water heater vent installation: Size, routing, slope, and termination location (Minimum 8' from vertical surfaces). CPC 510.0 d) An expansion tank or other approved device is required if system pressure relief is not available due to the installation of backflow devices or certain pressure regulators. Please address. CPC 608.3 19. A complete plumbing plan check will be done when plumbing plans and calculations are provided. MECHANICAL (201 0 CALIFORNIA MECHANICAL CODE) 20. No mechanical drawings and calculation provided in the plan packages. Please provide complete mechanical plans and calculations. 21. Provide complete mechanical plans showing existing and proposed HVAC equipment, ducts, and access to all equipment. City of Carlsbad pc13-58 12/4/2013 22. Show the required fire dampers where duct opening in exterior walls required opening protection and check where opening are not allowed. 23. Detail the exhaust discharge clearances from openings into the buildings. 24. Provide the exhaust and make-up air design for the occupancy type listed in Table 4-4. CMC 403.7 25. Detail the primary and secondary mechanical condensate waste design: Pipe sizing, routing, and termination areas. CMC 309.0 & CPC 807.0 26. Residential ventilation requirements: a) Kitchens require exhaust fans (either intermittenU1 00 cfm or continuous/5 air changes/hour), ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Note: CFM and noise rating ("Sane") must be specified on the plans. b) Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. Note: CFM and noise rating ("Sane") must be specified on the plans. A bathroom is defined "as a room with a bathtub, shower, or spa or some similar source of moisture". c) Mechanical whole house ventilation must be provided. Include the following information: Fan sizing (cfm), "Sane" specification, and the duct sizing and length. Note: The information must match or ~3xceed the design found on CF-6R-MECH energy forms. • All fans installed to meet the preceding requirements must bE~ specified at a noise rating of a maximum 1 "Sane" (for the continuous use calculation) or 3 "Sane" (for the intermittent use calculation) 27. Detail the primary and secondary mechanical condensate waste design: Pipe sizing, routing, and termination areas. CMC 309.0 & CPC 807.0 28. For the Type 1 (residential) clothes dryers, provide the necessary make-up air source. Include the manufacturer's installation instructions and/or provide a minimum of 100 square inches of opening. CMC 504.3.2 & 905.3. 29. Provide a dryer vent design that complies with the requirements of CMC 504.3.2 (14 feet maximum length w/ (2) 90°'s). Submit a complying design, or provide an engineered solution, or provide the manufacturers installation instructions complete with Building Official approval for use of a specific brand of dryer. CMC 504.3.2.2. 30. A complete mechanical plan check will be done when mechanical plans and calculations are provided. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. City of Carlsbad pc13-58 12/4/2013 ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (201 0 CALIFORNIA ELECTRICAL CODE) 2. Provide a single line diagram for the new service. Include the following information: • Number of meters. • Size (amperes, phase, and voltage) of the service. • Grounding and bonding details. Note: Multiple water supply piping entries exist be sure to describe all piping connections to the bond system. • The Utility fault current available and the AIC rating for all service overcurrent devices. • Specify whether the system design is fully-rated, series rated, or engineered (fault current levels shown throughout the system). • Feeder overcurrent device and conductor sizing. • The enclosure type: Indoor (NEMA 1) or exterior (NEMA 3). 3. Include the service(s) location(s). 4. Provide a load calculation worst case scenario for the largest unit. 5. Provide panel schedules. 6. This project appears to have separated buildings: The number of services is an unknown. Be sure to show grounding bonding and building disconnection for each building. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. City of Carlsbad pc13-58 12/4/2013 PRIVATELY FUNDED MULTI-FAMILY DISABLED ACCESS CORRECTION CHECKLIST Note: All Sections referenced are from Title 24 (201 0 CBC) • APPLICABILITY Seeping 1. The California Multi-Family Disabled Access Regulations apply to newly constructed, privately funded, multi-family dwelling units, per Tith~ 24 Section 1 08.2.1.2 and 11 02A.1, as follows: a) Apartment buildings of 3 or more dwelling units. b) Condominium buildings having 4 or more dwelling units. 2. The following are the general accessibility requirements: a) Per Section 11 04A.1, all ground-floor units in none levator buildings must be adaptable and accessible. In multistory dwelling units, i.e., townhouse- type construction, compliance with Section 11 02A.3 shall be provided. b) In elevator buildings, all units on all floors must be adaptable and accessible. Section 11 02A.3.2. c) Sheet A-38 appears to shows only unit 1A accessible. Please clarify and explain. 3. Multistory Dwelling Units in Buildings with One or More Elevators. Multistory dwelling units, i.e., townhouse and condominium-type construction, contained in buildings with elevators shall comply with this section. For multistory dwelling units in buildings with elevators, the story of the unit that is served by the building elevator is considered a ground floor and the primary entry floor to the unit. Section 11 02A.3.2. a) AU rooms and spaces located on the primary entry floor shall comply with the following: i) At least one powder room or bathroom shall be located on the primary entry level. ii) All rooms or spaces located on the primary entry level shall be served by an accessible route and shall comply with Division IV. iii) The requirements for parking and path-of-travel (found elsewhere in this list) are also applicable. • SITE DEVELOPMENT/ACCESSIBLE ROUTE OF TRAVEL City of Carlsbad pc 13-58 12/4/2013 • ACCESSIBLE ROUTE OF TRAVEL 4. Accessible routes of travel shall be provided from public transportation stops, accessible parking and accessible passenger loading zones, and public streets or sidewalks to the accessible entrance they serve. The accessible route shall to the extent feasible, coincide with the route for the general public. Section 111 OA.1. (Please clarify where is accessible routes?) 5. At least one accessible route shall connect accessible buildings facilities, elements and spaces that are on the same site. Section 111 OA. 1. 6. Where more than one route of travel is provided, all routes shall be accessible. Section 111 OA. 1 . 1 . 7. If an accessible route has changes in level greater than Y:! inch, then a curb ramp, ramp, elevator or platform lift shall be provided. Stairs shall not be part of an accessible route. Section 1111A.2. • PARKING 8. The plans must indicate if the parking is "assigned" or "not assigned." Depending on the choice, the following items apply. 9. If assigned parking is provided at privately funded multifamily building sites, accessible parking shall be provided for at least 2 % of the assigned parking spaces, but not less than one. At least one space of each type of parking facility shall be made accessible even if the total number exceeds 2 percent. Signage is not required for assigned parking. Section 11 09A.4. 10. When parking is not assigned to a resident, at least 5% of the parking spaces shall be accessible and provide access to covered multifamily dwellings and facilities (club houses, pools, etc.). Such parking spaces shall be provided with signage by Section 11 09A.8.8. Such signage shall not be block1ed from view by a vehicle parked in the space. Section 11 09A.5. 11. Accessible parking shall be located on the shortest possible accessible route of travel to an accessible building entrance. Section 11 09A.7.1. 12. In facilities with multiple accessible building entrances with adjacent parking, accessible parking spaces shall be dispersed and located near the accessible entrances. Section 1109A.7.2. 13. When practical, the accessible route shall not cross lanes for vehicular traffic. When crossing vehicle traffic lanes is necessary, the accessible route shall be designated and marked as a crosswalk. Section 1109A.7.3. City of Carlsbad pc13-58 12/4/2013 14. A vertical clearance of 8 feet 2 inches (measured to the lowest projection from the ceiling) shall be maintained to each required accessible parking space. Private garages are exempt from the 8 feet 2 inches minimum height requirements. Section 1109A.8.1. 15. Each accessible space shall be 14 feet wide and outlined to provide a 9 foot parking area and a 5 foot loading and unloading area. Where a single disabled parking stall is provided, the loading and unloading area shall be located on the passenger side of the vehicle. Section 11 09A.8.5.1. 16. Two adjacent accessible parking spaces may be provided with a 23 foot wide area lined to provide a 9 foot parking area on each side of a 5 foot loading and unloading area in the center. Section 11 09A.8.5.2. 17. One in every eight accessible spaces, but not less than one, shall be served by an access aisle 8' wide minimum and shall be designated van accessible with a sign "Van Accessible" mounted below the symbol of accessibility. Section 1109A.8.6. 18. Ramps shall not encroach into any accessible parking space QI.Jhe adjacent access aisle. Section 11 09A.8.2.2. 19. The words, "NO PARKING" shall be painted on the ground within each loading/unloading access aisle, located so that it is visible to traffic enforcement officials. Section 11 09A.8.5.4 20. The minimum length of each parking space shall be 18 feet. Section 11 09A.8.5.3. 21. At each parking space, a bumper or curb shall be provided to pr,event encroachment of cars over the required width of walkways. Section 11 09A.8.2.1. 22. The accessible parking space(s) shall be so located that people with disabilities are not compelled to wheel or walk behind parked cars other than their own. Section 1109A.7.5. 23. Surface slopes of parking spaces for physically disabled shall not exceed 1/4 inch per foot (2.083% gradient) in any direction. Section 11 09A.8.3. 24. If a parking lot has unassigned parking spaces, then the accessible parking stalls shall be identified by a sign, complying with Section 11 09A.8.8. 25. An additional sign shall be posted in a conspicuous place at each entrance to off-street parking facilities or immediately adjacent to and visible from each stall or space. The sign shall not be less than 17 inches by 22 inches in size with lettering not less than 1 inch in height, which states the following: "Unauthorized vehicles parked in designated handicapped ~;paces not City of Carlsbad pc13-58 12/4/2013 displaying distinguishing placards or license plates issued for physically disabled persons may be towed away at owner's expense. Towed vehicles may be reclaimed at or by telephoning " Section 1109A.8.8. 26. The surface of each accessible parking space or stall shall have a surface identification duplicating either of the following schemes: a) By outlining or painting the stall or space in blue and outlining on the ground in the stall or space in white or suitable contrastin~J color the "International Symbol of Accessibility"; or, b) By outlining the "International Symbol of Accessibility" in white on blue background. The symbol shall be located so that it is visible to a traffic enforcement officer when a vehicle is properly parked in tine space and shall be 36 inches high by 36 inches side. Section 11 09A8.8. • CURB RAMPS(IF APPLICABLE) 27. Curb ramps shall be constructed at each corner of street intersec:tions and where pedestrian way crosses a curb. Section 1112A.1. 28. Curb ramps shall be a minimum of 4 feet in width. Section 1112A.3. 29. The slope of the curb ramp shall not exceed 1 vertical to 12 horizontal. If a curb ramp is located where pedestrians must walk across the ramp, then it shall have flared sides which slope at maximum 1:10. Section 11112A. 5. 30. A level landing 4 feet deep shall be provided at the upper end of each curb ramp over its full width to permit safe egress from the ramp surface, or the slope of the fanned or flared sides of the curb ramp shall not exceed 1 vertical to 12 horizontal. Section 1112A.6. 31. All curb ramps shall have a grooved border, 12" wide at the level surface of the sidewalk along the top and each side, approximately %" on center. Section 1112A.8. 32. A curb ramp shall have a detectable warning that extends the full width and depth of the curb ramp inside the grooved border when the ramp slope is less than 1 unit vertical to 15 units horizontal. Detectable warnings shall consist of raised truncated domes with a diameter of nominal 0.9 inch at the base tapering to 0.45 inch at the top, a height of nominal 0.2 inch and a center-to-center spacing of nominal 2.35 inches in compliance with Figure 11 B-23A. Section 1112A.9. 33. Curb ramp shall be located or protected to prevent their obstruction by parked cars. Section 1112A.2. City of Carlsbad pc13-58 12/4/2013 • STAIRWAYS: Note: This section shall not apply to exterior stairways serving floors or dwelling units not required to be accessible. 34. Stairways shall have handrails on each side. Section 1115A.6.1. 35. The handrails must be 34 to 38 inches above the nosing of the treads and must extend in the direction of the stair run for at least 12 inches beyond the top nosing and 12 inches, plus the tread width, beyond the bottom nosing. Section 1115A.6.2. 12" PLUS TREAD WIDTH MIN. 12" MIN. 0 ,_ T= TREAD WIDTH *NOTE: EXTERIOR STAIRS ALL TREADS ARE TO HAVE WARNING STRIPES PER SEC. 1115A.5 36. The handrail must be returned or end in newel posts or safety terminals. Section 1115A.6.2. 37. If the extension of the handrail in the direction of the stair run creates a hazard, the extension must be made at right angles to the face of the returning wall. Where the stairs are continuous from landing to landing, the inner rail must be continuous, but need not extend into the landing. Section 1120A.4.2.4. 38. Handrails projecting from a wall are to be 1-1/2 inches from the wall. Handrails may be located in a recess if the recess is no more than 3 inche!s deep and extends at least 18 inches above the top of the rail. Section 11 ·:15A.6.2. 39. The handgrip must be between 1-1/4 to 1-1/2 inches wide, or the shape must provide an equivalent smooth gripping surface. Surface of handrails and walls adjacent to the handrails must be free of any sharp or abrasive elements. Edges must have a minimum radius of 1/8-inch. Section 1115A.6.2. City of Carlsbad pc 13-58 12/4/2013 40. The nosing should not project more than 1-1/2 inches past the face of the riser below. Risers shall be sloped or the underside of the nosing shall have an angle not less than 60 degrees from the horizontal. Section 1115A.4. 41. The upper approach and lower tread to each stair (and §.!!stairway treads outside a building) are to be marked by a strip of clearly contrasting color at least 2 inches wide (a painted strip is acceptable). Section 1115A.5. 42. Open risers are not permitted. Section 1115A.2. • DOORWAYS 43. Passage doors shall have hardware centered between 30" and 44" above the floor, and shall be openable with a single effort by lever type han::Jware. Section 1126A.6. 44. The floor shall not be more than %" lower than the top of the threshold of the doorway. Section 1126A.2.1. 45. The bottom 1 0 inches of all doors, except automatic and sliding doors, must have a smooth, uninterrupted surface to allow the door to be opEmed by a wheelchair footrest. Section 1126A. 7. • INSIDE THE UNITS • INTERIOR PATHS OF TRAVEL 46. Every interior opening or passage door in a covered dwelling uniit must provide a minimum of 32" net clear opening width between the face of the door and the door stop, when the door is in the 90 degree open position. Section 1132A.3. A 34" door is acceptable, and a standard 6ft. sliding glass door is acceptable. (Please double check all interior doors for all elevator building.) 47. All interior doors shall have a level area on the swing side of the door that extends 18" past the strike edge of the door. Section 1132A.5.2. Please address the following doors of concern: a) 48. Interior doors shall provide a minimum length on both sides of the door of at least 42 inches. Section 1132A.5.1. For doors providing a clear opening width of only 34 inches, this landing may be reduced to 39 inches. Ph~ase address the following doors of concern: a) 49. The landing on the dwelling unit side of the primary entry door shall have a minimum length of not less than 44 inches. Section 1132A.5.1. City of Carlsbad pc13-58 12/4/2013 50. Interior passage doors shall have hardware centered between 30" and 44" above the floor, and be openable with a single effort by lever type hardware. Section 1132A.8. 51. The bottom 1 0" of all doors shall have a smooth, uninterrupted surface to allow the door to be opened by a wheelchair footrest without creating a trap or hazardous condition. Section 11132A.9. • KITCHENS 52. Base cabinets directly under the kitchen sink counter area, including toe board and shelving shall be removable without special knowledge or tools. Finish flooring shall be provided on the floor beneath the counter top. Jhere is no exception to this requirement. Section 1133A.3. 53. A minimum linear length of 30" of countertop shall be provided for the kitchen sink, and a minimum linear length of 30" of countertop shall be provided for a work surface, both of which shall be designed to enable repositioning to a minimum height of 28 inches. Section 1133A.4. Exceptions: i) Only 5% of covered dwelling units are required to comply with the repositionable countertop requirements. ii) Stone, cultured stone, and tiled countertops may be used without meeting the repositioning requirements. iii) In covered dwelling units, two 15-inch minimum width breadboards may be provided in lieu of the required 30 inches of countertop work surface. 54. The following additional provisions shall be met if repositioning of countertops is required: (Section 1133A.4.1) i) Base cabinets, directly under sink and work surface counter areas, shall be removable to provide clearance for a wheelchair. ii) Finished flooring shall be installed on the floor beneath such countertop. iii) The side and back of adjacent cabinets, which may become exposed to moisture or food handling when a countertop is lowered, shall be constructed of durable, nonabsorbent material, appropriate for such uses. • BATHROOMS City of Carlsbad pc13-58 12/4/2013 55. Bathrooms shall be designed to comply with one of the following options, per Section 1134A.1: (Please clarify which option you used to comply for elevator building?) a) Option 1. All bathrooms within the dwelling unit shall be designed to comply with section with the following: i) Toilet, bathing and shower facilities shall comply with Section 1134A.4. ii) Bathtubs shall comply with Section 1134A.5. iii) Showers shall comply with Section 1134A.7. iv) Water closets shall comply with Section 1134A.7. v) Lavatories, vanities, mirrors and towel fixtures shalll comply with 1134A.8. vi) Bathrooms shall be provided with an accessible route into and through the bathroom. vii) If a door is provided, it shall comply with the requirements of Section 1132A.5 (this requires a landing depth of 42" on each side of the door). viii) A minimum 18-inch clear maneuvering space shall be provided on the swing side of the door at the strike edge of the door. ix) Switches, outlets, and controls shall comply with S1:lction 1142A. x) Reinforced walls to allow for the future installation of grab bards around the toilet, tub and shower shall comply with Sections 1134A.6 for showers and 1134A.7 for water closets. Grab bars shall comply with Section 1127 A.4. b) Option 2. Only one bathroom within the dwelling unit shaU be designed to comply with the following: i) Toilet, bathing and shower facilities shall comply with Section 1134A.4. ii) Bathtubs shall comply with Section 1134A.5. iii) Showers shall comply with Section 1134A.6. iv) Water closets shall comply with Section 1134A.7. v) Lavatories, vanities, mirrors and towel fixtures shalll comply with 1134A.8. vi) Where both a tub and shower are provided in the bathroom, at least one shall be made accessible. See Section 1134A.5 for bathtubs, or Section 1134A.6 for showers. vii) When two or more lavatories are provided, at least one shall be made accessible and comply with Section 1134A.B. viii) Bathrooms shall be provided with an accessible route into and through the bathroom. ix) If a door is provided, it shall comply with the requirements of Section 1132A.5 (this requires a landing depth of 42" on each side of the door). x) A minimum of 18 inch clear maneuvering space shall be provided on the swing side of the door at the strike edge of the door. xi) Switches, outlets, and controls shall comply with Section 1142A. City of Carlsbad pc13-58 12/4/2013 xii) xiii) Reinforced walls to allow for the future installation of grab bards around the toilet, tub and shower shall comply with Sections 1134A.6 for showers and 1134A.7 for water closets. Grab bars shall comply with Section 1127 A.4. When option 2 is used, all additional bathrooms must comply with items viii through xii above. 56. Per Section 1134A.3, all "powder rooms" located on floor levels required to be accessible shall comply with items 1 through 6 of this section. When the powder room is the only toilet facility located on an accessible level, it shall comply with items 1 through 7 of this section. 1. Accessible Route. Powder rooms shall be provided with an ;::~ccessible route into and through the powder room and shall comply with Section 1134A.4. 2. Doors. If a door is provided it shall comply with the requirements of Section 1132A.5 (this requires a strike-clearance of at least 18" and a landing depth of 42" on each side of the door). 3. Water Closets. Water closets shall comply with Section 1134.7. 4. Lavatories, Vanities, Mirrors and Towel Fixtures. Lavatories, vanities, mirrors and towel fixtures shall comply with 1134A.8. 5. Strike Edge Maneuvering Space. Bathing and toilet facilities required to be adaptable shall provide sufficient maneuvering space for a person using wheelchair or other mobility aid to enter and close the door, use the fixtures, reopen the door and exit. 6. Accessible Switches, Outlets and Controls. Switches, outllets and controls shall comply with Section 1142A. 7. Reinforced Walls for Grab Bars. Reinforced walls to allow for the future installation of grab bards around the toilet, tub and shower st1all comply with Sections 1134A.6 for showers and 1134A. 7 for water closets. Grab bars shall comply with Section 1127 A.4. 57. 1134A.4 Sufficient Maneuvering Space. Bathing and toilet fac111lities required to be adaptable shall provide sufficient maneuvering space for a person using a wheelchair or other mobility aid to enter and close the door, use the fixtures, reopen the door and exit. Where the door swings into the bathroom or powder room, there shall be a clear maneuvering space outside the swing of the door of at least 30 inches by 48 inches within the room. The clear maneuvering space shall allow the user to position a wheelchair or other mobility aid clear of the path of the door as it is closed and to permit use of fixtures. Doors may swing into the required clear space at any fixture when a clear maneuvering space is provided outside the swing arc of the door so it can be closed. Maneuvering spaces may City of Carlsbad pc 13-58 12/4/2013 include and knee space or toe space available below bathroom fixtures. 58. 1134A.5 Bathtubs. Bathtubs required to be accessible shall comply with this section. a) Floor Space. There shall be a minimum clear floor space 48 inches parallel by 30 inches perpendicular to the side of a bathtub or bathtub- shower combination (measured from the foot or drain end of the bathtub) to provide for the maneuvering of a wheelchair and transfer to and from the bathing facilities. The area under the lavatory may be included in the clear floor space provided the knee and toe space comply with Section 1134A.8. Cabinets under lavatories and toilets shall not encroach into the clear floor space. b) Reinforced Walls for Grab Bars. A bathtub installed witi"110Ut surrounding walls shall provide reinforced areas for the installation of flloor-mounted grab bars. Where a bathtub is installed with surrounding walls, grab bar reinforcement shall be located on each end of the bathtub, 32 inches to 38 inches above the floor, extending a minimum of 24 inclhes from the front edge of the bathtub toward the back wall of the bathtub. The grab bar reinforcement shall be a minimum of 6 inches nominal in height. Grab bar reinforcement shall be installed on the back wall of the bathtub a maximum a 6 inches above the bathtub rim extending upward to at least 38 inches above the floor. Grab bar backing shall be installed horizontally to permit the installation of a 48-inch grab bar with each end a maximum of 6 from the end walls of the bathtub. The grab bar reinforcement shall be a minimum of 6 inches nominal in height. c) Bathtub Controls. Faucet controls and operation mechanisms shall be operable with one hand and shall not require tight grasping, pinching or twisting of the wrist. The force required to activate controls and operation mechanisms shall be no greater than 5 pound-force. Lever operated, push-type and electronically controlled mechanisms are examples of acceptable designs. 59. 1134A.6 Showers. Showers required to be accessible shall comply with this section. a) Size. When a shower stall is provided, at least one shower stall shall measure at least 42 inches wide by 48 inches deep with an entrance opening of at least 36 inches. The maximum slope of the shower floor shall be Y2 inch per foot in any direction and shall slope toward the rear to a drain located within 6 inches of the rear wall. The floor surfaces shall be Carborundum or grit-faced tile or of a material providing equivalent slip resistance. b) Floor Space. A clear maneuvering space at least 30 inches in width by 48 inches in length shall be located outside the shower, flush and parallel to the control wall. c) Reinforced Walls for Grab Bars. Grab bar reinforcement shall be installed continuous in the walls on showers 32 inches to 38 inches above the floor. The grab bar reinforcement shall be a minimum of 6 inches City of Carlsbad pc13-58 12/4/2013 nominal in height. Glass-walled shower stalls shall provide reinforcement for installation of floor mounted or ceiling mounted grab bars. d) Thresholds. When a threshold (a recessed drop) is used, it shall be a maximum of 'Y2 inch in height and have a beveled or slopped angle not exceeding 45 degrees from the horizontal. e) Shower Controls. Faucet controls and operating mechanisms shall be operable with one hand and shall not require tight graspin~g. pinching or twisting of the wrist. The force required to activate controls shall be no greater than 5 pound-force. Lever operated, push-type and electronically controlled mechanism are examples of acceptable designs. 60. 1134A.7 Water Closets. Water Closets in bathrooms or powder rooms required to be accessible shall comply with this section. a) Floor Space. The water closet shall be located in a space a minimum of 36 inches in clear width with 48 inches minimum clear space provided in front of the water closet. This space may include maneuverable space under a lavatory, if provided and arranged so as not to impede access. Exception: In covered multifamily dwelling units, the water closet may be located in a space 48 inches in clear width with 36 inches of clear space provided in front of the water closet. Water closets shall be located within bathrooms in a manner that a grab bar to be installed on one side of the fixture. In locations where water closets are adjacent to walls or bathtubs, the centerline of the fixture shall be a minimum of 18 inches from the obstacle. The other (non grab bar) side of the water closet shall be a minimum of 18 inches from the centerline of the fixture to the finished surface of adjoining walls, vanities or from the edge of a lavatory. b) Reinforced Walls for Grab Bars. Where the water closet is not placed adjacent to a side wall, the bathroom shall have provisions for installation of floor mounted, foldaway, or similar alternative grab bars. Where the water closet is placed adjacent to a side wall, reinforcememt is installed at the back; it shall be installed between 32 inches and 38 inches above the floor. The grab bar reinforcement shall be a minimum of El inches nominal in height. c) Seat Height. The minimum height of water closet seats shall be 15 inches above the floor. d) Water Closet Controls. Water closet Controls shall be mounted no more than 44 inches above the floor. The force required to activate controls shall be no greater than 5 pound-force. 61. 1134A.8 Lavatories, Vanities, Mirrors and Towel Fixtures. Bathrooms or powder rooms required to be accessible shall have at least one accessible lavatory. Where mirrors and towel fixtures are provided, at least one of each shall be accessible. a) Location. Vanities and Lavatories shall be installed with the centerline of the fixture a minimum of 18 inches horizontally from an acljoining wall or fixture to allow for forward approach. When parallel approach is provided, lavatories shall be installed with the centerline of the fixture a minimum of City of Carlsbad pc13-58 12/4/2013 24 inches horizontally from an adjoining wall or fixture. The top of the fixture rim shall be a maximum of 34 inches above the finished door. b) Floor Space. A clear maneuvering space at least 30 inches by 48 inches shall be provided at lavatories and shall be centered on the lavatory. c) Cabinets. Cabinets under lavatories are acceptable provided the bathroom has space to allow a parallel approach by a person in a wheelchair and the lavatory cabinets are designed with adaptable knee and toe space. d) Knee and Toe Space. Knee and toe space shall be provided as follows: i) The knee space shall be at least 30 inches wide and 8 inches deep. ii) The knee space shall be at least 29 inches high at the front face and reducing to not less than 27 inches at a point a inches back from the front edge. iii) The knee and toe space required in this section shall be provided by one of the following: a) The space beneath the lavatory shall be left clear and unobstructed. b) Any cabinet beneath the lavatory shall be removable without the use of specialized knowledge or specialized tools or, c) Doors to the cabinet beneath the lavatory shall be removable or openable to provide the required unobstructed knee and toe space. iv) The toe space required in this section shall be provided as follows: a) Shall be at least 30 inches wide and centered on the lavatory. b) Shall be at least 17 inches deep, measured from the front edge. c) Shall be at least 9 inches high from the floor. e) Finished Floor. The finished floor beneath the lavatory shall be extended to the wall. f) Plumbing Protection. Hot water and drain pipes exposed under lavatories shall be insulated or otherwise covered. There shall be no sharp or abrasive surfaces under lavatories. g) Lavatory Faucet Controls. Faucet controls and operation mechanism shall be operable with one hand and shall not require tight grasping, pinching or twisting of the wrist. The force required to activate controls shall be no greater then 5 poundOforce. Lever operated. Push-type and electronically controlled mechanisms are examples of acceptable designs. Self closing valves are allowed if the faucet remains open for at least 1 0 seconds. h) Mirrors and Towel Fixtures. Where mirrors or towel fixtures are provided they shall be mounted with the bottom edge no higher than 40 inches from the floor. End City of Carlsbad pc13-58 12/4/2013 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao BUILDING ADDRESS: Navarra Drive PLAN CHECK NO.: pc13-58 DATE: 12/4/2013 BUILDING OCCUPANCY: R2/U TYPE OF CONSTRUCTION: VB BUILDING PORTION living DECK Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Type of Review: 0 Repetitive Fee =~-~ Repeats Comments: AREA Valuation (Sq. Ft.) Multiplier 19793 98.20 3496 15.57 19793 4.19 23289 3.11 CB By Ordinance 0 Complete Review D Other D Hourly EsGil Fee Reg. VALUE ($) Mod. 1,943,673 54,433 82,933 72,429 2,153,467 [ ___ $6_,4_6_4._9_..21 [ __ $_4,_2o_2_.2__.o 1 D Structural Only 1-------iiHr. @ • [ __ $_3,_62_0_.3__.61 Sheet 1 of 1 macvalue.doc + DATE: PROJECT NAME: PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID:CT PLAN CHECK NO: SET#: ADDRESS: APN: VALUATION: SCOPE OF WORK: D This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION A Final Inspection by the construction Mgmt& Inspection Division is required Yes 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: ---------------------1:----------------------tr----------------------l Remarks: I r'"/1 Linda Ontiveros l ,/"'' 760-602-2773 l Linda.Ontiveros@carlsbadca.gov No PC 13-58 CITY OF """"n.&..':llll:i!IJ"~u GRADING INSPECTION CHECKUST (~ FOR PARTIAL PROJECT INSPECTORYCQ:[L ~dfl~ . DATE:_¥~·-'=s-_.,. PROJECT 1D£ •• J:J~-0 ~_L~ --·GRADING PERMIT NO '"""""""",h '~"""" """"""""" LOTS REQUESl"ED "~R RELEASE:J2tJJI...# I..) ,2 } ~ N/A = NOT APPUCABLE " =COMPLETE 0 = lnco late or unacceptable 1st 2nd. 1--".._,+----t 1--'"-r---+---1 1. Site access to requested lots ade<luate and logically grouped 2. Site erosion control measures adequate. 3. Overall site adequate for health, and wertare public. 4. Letter from Owner/Dev. requesting partial release of specific lob;, pads or bldg. 5. 6. Compactlon report from sails engineer submitted. (If soils report has been submitted with a previous partial a letter from soil!; engineer referencing the soils report and tdentlfying specific lots for release shall accompany subsequent partial releases). 7. EOW certl:ficatlon of work done with finish pad elevations of spe,c:lflc lots to be released. Letter must lot (s) Is graded to within a tenth (. 1) of the approved grading plan. 6. Geologic engineers letter If unusual geologic or subsurface conditions eldst 9. Fully functional fire hydrants within 500 building combustllbles and an all weather roads access to site Is required. Partial release grading for above stated lots Is approved for the purpose of building permit issuance. Issuance of building pennlts is still subject to all normal City requirements required pursuant to the building permit process. the is denied for the follo·wlng reaoom~: ·--.. -·-·--~ PC 13-58 CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECT OATE:J--/1-'?>-f-I::;;-__ PROJECT ID~..J......?-:-0 ~ L --· GRADfNG PERMIT NO. 6 g lt(OO! LOTS REQU~~Erl~~~ REL~~~:J2b!JI..4f J .. J '2 ) ?.J.::L_;f,1 -~-J-.14-~~ o.n,d J 0 N/A = NOT APPLICABLE ..J=COMPLETE 0 = In leba or unacceptable 1st J-'11'---:t----1 1. Site access to requested lots adequate and logically grouped j--"o:;...._,.f--~ 2. Site erosion control measures adequate. t--;:;.,--+---1 3. Overall site adequate for health, safety and wertare of public. 4. Letter from Owner/Dev. requesting partial release of specific lobs, pads or bldg. 6. 8%11 x 1111 site plan (attachment) showlng requested lots submitted. 1---+----1 6. Compaction report from soils engineer submitted. (If soils report has been submitted with a previous partial release" a letter from sollt; engineer referencing the soils report and tdentifylng specific lots for release shall accompany subsequent partial releases). 7. EOW certification of work done with finish pad elevations of spe~~clfic lots to be released. Latter must state lot (s) Is graded to within a tenth (.1) of the approved grading plan. • B. Geologic engineer's letter if unusual geologia or subsurface conditions exist 9. Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site Is required. / r7( Partial release of grading for the above stated lots Is approved for the purpose of building L;::J permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. D Partial release of the site is denied for the follo·wlng reasor1s: ------------··-·-··---·------·-· • II·~~~-~------____ ,_ _____ , __________________ ..,_,._, __ • • ..... Ill • • r" " • • -.. i j • 1<'' " F I :1: "'· • I • J'•· . • ~ i'; ~ • ~ • Tier 2 Construction SWPPP Site Assessment Form ProjectiD: Ct' 13·--"~0..!::C'/, __ _ Project Information: Project Name: C 01¥211\L-10 Project Address/Location; APN 2l & -I 1 (}-I q S.SI\J6 of NI\\J'MKA DR\\16, w, or: V\ t Jo CP61]LLO wNV} Responsible Parties/Contact Information: Name ofPreparer: l\1 l L Ho L£ F 1Nb Qualification ofPreparer (Registration/Certification): Qt;D ~2 3Qlfy Address: l11D UK.eR. A\}67 &;r~ I 00 City/State/Zip Code: e. AR. L.~ eA c t Q A . '} U> i 0 Phone Number: ( (t;(J-q'3i -11tH.) Name of Owner/Owner's Agent: 12R \~ MER.\<.. \IT. COP6TAL C-I\/IN(1 101 UL Address: 7&&5 tL CAW\ ii\JO KfAL-t ':>IG JDl{-106 City/State/Zip Code: e AiZ\.l? f>(\D I c. A '1 .z-oo~ Phone Number: { \ul1) Gf'16-(oO~L/ Name of Emergency Contact: fJR tAN 1'1\-eK.\2.-fJ[ (during construction) Address: 1{QC;fJ E:c [../tYv\uJo fZt:;Al-1 ':>ItS \O'i--fO~ City/State/Zip Code: C A Rlb 'bl\1) ( C A~ q WO 4 PhoneNumber:lttllt;) ~ft6 -(Q_o4q Pagel of 10 Tier 2 Site Assessment Form 3/24/08 Waste Management and Materials Pollution Control BMPs -c Cl) --E c c Cl) Cl) Cl) Cl) -Cl Cl E E c ttl e Cl) c ttl Cl) Cl) E ttl -._ -Ol c .9 -c Ol ~ c ttl Cl) Cl) 0 Cl) ttl c Cl E en -E c $ c u Ill Ill ttl Cl) BMP Description 7 "C Cl) Cl) ~ ::!: c en Ol c E "C Cl ttl ~ ttl c ::!: ttl Cl) ttl Cl) ·o c ~ Cl ttl c -Ill ttl c ttl en en Cl) 0 ~ Cl) 0 ~ ~ -~ .;:: c "C en 0. Cl) Ill ~ Cl) ~ Cl) a; en ~ c Cl) -Cl) -Cl) -en Ill en en 0 ::;, > en ::I c ~ ~ ~ Cl) -m m ~ 0 .E -'-=' ·a. -e ~ ·c ·c ~ a. J!! ttl "C Cl) $ :Q Ill 0 --0 N c c ·c: ·s ttl ttl .9 ·a. 0 Ill 0 0 ttl o-~ ~ en en en J: 0 (.) en ::J CASQA Designation 7 ,, I 0 T"" ";" (t) ""f U? 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X Paving X Wire, Cable & Connector Installation Site Housekeepiflg Staging Area Equipment Maintenance ~ ·and Fuelin_g Hazardous Substance Management ' DewateriQQ f'JJIX Steam crossing N/ P\ Material delivery )<. Solid waste handling including trash and debris removal Concrete or stucco work x· .X' Other (list): Page9 oflO Tier 2 Sit'e Assessment Form· 3/24/08 • • t~ • • • ' •••• • •• . , • • • • • • • • • BMP Description 7 CASQA Designation 7 Construction Activity v Site Access point(s) Staging area access point(s) Maintenance access roads to BMPs Other (list): , Tracking Control BMPs c: c: 0 :g 0 ·o ~ 2 :::1 ..... i= --Cl) Cl) Cl) Cl) c: Cl) c: Cl) 0 Q) 0 Q) 0'-(.) ,_ "OCl "0:>, Cl Q)~ w -~ ~ -N0 Cl) =en cn.c ·-Q) =-o ~ Cl) .o,_ .om alCJ .!to ~~ -c: en-cno::: ...... C';J '? I 0::: 0::: 0::: 1-1-1- X. Page8 oflO Tier2 SiteAssessmentFonn 3/24/08 Ill II Ill II • Ill Ill II II II II . II II II • II II II II D BMP Description 7 CASQA Designation 7 Construction Activity Or Site Condition Cleared Areas Flat pad graded areas Graded slope areas TrenChing/Excavation Stockpiling Drilling/Boring ConduiUPipe Installation Substructure/Pad Installation Paving Staging Area Existing onsite vegetated areas Drainage flow onto site Drainage flows off of site Drainage at top of slope Other (list): ~07\,~UN\1\J 'f'YW.pfJL..JeD ONS l® c ·u; ro Ill Q) -0 c c Q) Q) E LL '6 -Q) U5 (/) ..... C}l I w w (/) (/) X lf\1E n. ....-( Sediment Control BMPs "'C -c c ro .._ Q) E Ol .._ Q) -E ·;:: Q) .._ c Q) .._ £ 1ii 0. Q) ·c.. ·;:: ro ro al .._ al Q) .._ E ~-~ ro c .._ I-.!2 Ol Ill Q) ~8 I--ro ro "iii "ffi c 0 0 al Ol Q) 0:: cnE ro al 0 E ..ll:: Q) -::I ..0 E g .E 0 .._ > Q) ::I "'C ~ '6 Q) Q) ~ I!?O c ~ .... -Q) Q) .c: ..0 ro 0 0 .c: u:: <.!) -m --.._ (/) () w> (/) (/) (1)0. () C? '1 lL? <9 ";-Ojl cp 0 ..... ..... ..... w w w w w w w I I (/) en (/) en (/) (/) en w w en en I.X ~ X ··-')( !X IX :tv~ \At Vj (: )A'S .1\J~ ,_ ,_ Page7 oflO Tier 2 Site .Assessment Fonn 3/24/08 • (] • • Wind Erosion Control BMPs Erosion BMPs • • • c c e II) -0 -0 c :;::; m II) :;::; 0 -m .c: ~ Cl 1:1(]) m Q) (,..) oa; 0 c-a. "5 Cl ~ c rom "iii 1:1 c HMP Description ~ §g c .c: :c 11)3: 1/J ·e ~ II) II) c ..ll<:: c: 0 Cl '8 ... 0 II) 0 (])(/) C Cl' "iii .5 :ai> g Q) Q) "5 ~ "5 i5 "ffi m :;:::: m 1:1 ~~ ... ~ e "5 i::g "5 Q) c ~ :;:::; ~ Om >. 0 ..0 ttl II) X =o E.!:::! 0 w 1:1 ID·-~ 0 ffi 3: (]) 1:1 (]) m=• m Q) lll"U; ... 0 .c:c 1:1 .c: 1:1 1:1 ~ 0 -e·-0 a. (]) ..CI >. c (])·-"(5 Q) ~ m~ a; 0 ... ttl 0 0 ,._X >. >. ---· ~ CIJ !l..W I I CIJ CIJ (!) wo > Ci5 CIJ CJ:.I a.. • CASQA ....-C}l ('t) ""f LO (!) ...... IX) 0> 0 ....-C\1 ('t) ...... I I I I I I I ..... ..-....-..-I Designation ~ (,..) (,..) (,..) (,..) (,..) (,..) (,..) (,..) (,..) ' I I I w w w w w w w w w w (,..) (,..) (,..) (,..) s w w w w • Construction Activity or Site Condition II Cleared Areas X. Flat pad graded areas I Graded slope areas 'f... y ... I Trenching/Excavation ' Stockpiling X. Drilling/Boring • Conduit/Pipe Installation Substructure/Pad • Installation Staging Area Existing onsite • vegetated areas Drainage flow onto ·~ site Drainage flows off of II site Drainage at top of ' slope II Other (list): II II II II Page6 oflO Tier 2 Site Assessment Fmm 3/24/08 DATE: PROJECT NAME: PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PLAN CHECK NO: SET#: ADDRESS: NAVARRA DR PROJEC11r ID: PC J~PN: VALUATION: This plan check review is complete and has been APPROVED by the Division. By: A Final Inspection by the Division is required Yes No 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: For questions or clarifications on the attached checklist please contact the following reviewer as marked: Remarks: E-36 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) Easements 1 Right-of-way width & adjacent streets Show on site plan: · Drainage patterns Set# 6 Driveway widths Existing or proposed sewer lateral Existing or proposed water service Submit on si9ned approved plans: DWG No. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography 1 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 apc;1,rtment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: · Site address ' Assessor's parcel number Legal description/lot number 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. Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: Subdivision/Tract: Reference No(s): Page 2 of 6 REV 6!01/12 E-36 Set# 2. DISCRETIONARY APPROVAL COMPLIANCE ... Project does not comply with the following engineering conditions of approval for project no.: 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding$ 24,000 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed l:>y the City of Carlsbad, cost $115.00. Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS • All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $124,000 00, pursuant to Carlsbad Municipal Code Section 18.40.040. • Public improvements required as follows: 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 of wwwwmmwua 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. Processing fee $157.00. Future public improvements required as follows: Page 3 of 6 CURB, GUTTER, SIDEWALK UNDERGROUND UTILITIES REV6130110 E-36 Set# 5. GRADING PERMIT REQUIREMENTS The 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 nc) grading is proposed write: "NO GRADING" Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. Graded Pad Certification required. (Note: Pad certification may be re~quired even if a grading permit is not required.) All required documentation must be provicled to your Engineering Construction Inspector The inspector will then provide the engineering counter with a release for the building permit. No grading permit required. Minor Grading Permit required. 6. MISCELLANEOUS PERMITS RIGHT-OF-WAY PERMIT is required to do work in city right-of-\Nay 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. Right-of-way permit required for: Driveway Page 4 of 6 REV 6/01/12 E-36 Set# 7. STORM WATER Construction Compliance Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development CSUSMP) Compliance Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers · Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other: Page 5 of 6 REV 6/01/12 Attachments: E-36 Set# 4 9. WATER METER REVIEW 8. FEES Domestic (potable) Use 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. 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%". Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface> 50% Impact unconstructed facility yr;;s yes yes ·yes no no no no Fire sprinklers required Upgrade No fees required yes yes no (is addition over 150' from center line) no 10. Additional Comments Engineering Application Storm Water Form Page 6 of 6 Right-of-Way Application; Info. Reference Documents a REV 6/01/12 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: Date: GEO DATA: LFMZ: fjl B&T: Address: Bldg. Permit#: Fees Update by: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft./Units 1 EDU's: Types of Use: Types of Use: Types of Use: Sq.Ft./Units Sq.Ft./Units Sq.Ft./Units ADT CALCULATIONS: List types and square footages for all uses. EDU's: EDU's: EDU's: Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's: Types of Use: Types of Use: FEES REQUIRED: Sq. Ft./Units Sq.Ft./Units ADT's: ADT's: Within CFD:: YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) NO 1. PARK-IN-LIEU FEE: NW QUADRANT : NE QUADRANT SE QUADARANT SW QUADRANT ADT'S/UNITS: I X FEE/ADT: I =$ GZJ 2.TRAFFIC IMPACT FEE: ADT'S/UNin X FEE/ADT: I=$ GZJ 3. BRIDGE & THOROUGHFARE FEE: DIST. #1 ··DIST.#2 DIST.#3 ADT' S/U NITS: ~ FEE/ADT: 1=$ GZJ 4. FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: X FEE/SQ. FT./UNIT: I=$ GZJ 5. SEWER FEE EDU's IX FEE/EDU: I=$ GZJ BENEFIT AREA: EDU's IX FEE/EDU: I=$ GZJ 6. DRAINAGE FEES: PLDA: .HIGH MEDIUM ACRES: IX FEE/AC: I=$ GZJ 7. POTABLE WATER FEES: UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAl:. DATE: 2!18/:w PLAN CHECK NO: VALUATION: PLAN CHECK REVIEW TRANSMITTAL PROJECT NAME:"""""""' SET#: ADDRESS: SCOPE OF WORK: Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID:CT 1 APN: z D This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & Inspection Division is required Yes 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: Remarks: Kathleen Lawrence 760-602-27 41 Kathleen.Lawrence@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov No E-36 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) Easements Right-of-way width & adjacent streets Show on site plan: Drainage patterns Driveway widths Existing or proposed sewer lateral Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course . .. ·ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positivi~ drainage of 2% to swale 5' away from building". • Existing & proposed slopes and topography 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. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: ·· · Site address ~Assessor's parcel number . Legal description/lot number 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. Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: MAP (Not yet recorded) Subdivision/Tract: CT 13-02 Reference No(s): DWG 480-SA Page 2 of 6 REV6/01112 E-36 2. DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following engineering conditions of approval for project no.: 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding$ 20,000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS . All needed public improvements upon and adjacent to the building site must be constructed · at time of building construction whenever the value of the construction exceeds $100,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Construction of the public improvements must be deferrecll pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ 441 DO so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Future public improvements required as follows: Page 3 of 6 REV 6/01/12 E-36 5. GRADING PERMIT REQUIREMENTS The 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 de~termination 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" Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. · Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector The inspector will then provide the engineering counter with a release for the building permit. No grading permit required. Minor Grading Permit required. See attached marked-up submittal checklist 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 improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for: Page 4 of 6 REV6/01/12 E-36 NO# 7. STORM WATER Construction Compliance Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW ) 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 Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. Project needs to incorporate low impact development strategies throughout in one or more of the following ways: ' Rainwater harvesting (rain barrels or cistern) Vegetated Roof ' Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line , Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other: Page 5 of 6 REV 6/01/12 Attachments: E-36 8. WATER METER REVIEW 9. FEES Domestic (potable) Use · · 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. 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%". Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility .yes no yes 'I no no no Fire sprinklers required Upgrade No fees required ;yes yes no (is addition over· 150' from center line) no 10. ADDITIONAL COMMENTS Engineering Application Storm Water Form Right-of-Way Application/Info. Reference Documents Page 6 of 6 REV 6/01/12 r PLAN CHECK REVIEW TRANSMITTAL Co1mmunity & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov II DAT~~r4 PROJECT ID:CT 13-02 PLAN CHECK NO: PC 1 APN: VALUATION: SCOPE OF WORK; Construct 10 new condominiums on a vacant lot ""**'"**********LEUCADIA SEvVER DISTHJ CT****"************* D This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & Inspection Division is required Yes by /..2--jyjty dh-d u Cuk 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: Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Remarks: No E-36 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) . .: Easements · Right-of-way width & adjacent streets Show on site plan: ' Drainage patterns PlAN CHECK NO# PC 13-58 Driveway widths Existing or proposed sewer lateral Existing or proposed water service · Submit on signed approved plans: DWG No. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course . .~ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". i Existing & proposed slopes and topography 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 . .: Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: Site address i Assessor's parcel number Legal description/lot number 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. Lot/Map No.: ~:: 110t yet recoraed' Subdivision/Tract: CT 13-02 Reference No(s): DWG 480-SA Page 2 of 6 REV6/01/12 10 E-36 PlAN CHECK NO# PC 13-58 2. DISCRETIONARY APPROVAL COMPLIANCE · Project does not comply with the following engineering conditions of approval for project no.: 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or · utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding$ 20,000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $115.00. Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of th1e construction exceeds $100.000.00, pursuant to Carlsbad Municipal Code Section 18.40.040 . . Public improvements required as follows: 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 of $157.00 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Future public improvements required as follows: Page 3 of 6 REV6/01/12 E-36 5. GRADING PERMIT REQUIREMENTS The 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" ··· Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained priOJ:-ID-issuance of a building permit. ------- Graded Pad Certification required. ( d certification may be required even if a grading permit is not req~ired.) ·red documentation must be orovided to your Engineering ___ Construction Inspector The inspector will then provide the engineering counter with a release for the building permit. 1 No grading permit required. Minor Grading Permit required. See attached marked-up submittal checklist 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 improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. 1 Right-of-way permit required for: Page 4 of 6 REV6/01/12 E-36 PlAN CHECK NO# 13-58 7. STORM WATER Construction Compliance Project Threat Assessment Form complete. ' Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW ) 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 Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please mak.e the corrections, re-sign the questionnaire and resubmit with next submittal. : Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.gov/business/building/Documents/EngStandsw-stds-vo14-ch2.pdf , Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) • Vegetated Roof . Bio-retentions cell/rain garden . Pervious pavement/pavers • Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape . Other: Page 5 of6 REV 6/01/12 Attachments: E-36 PlAN CHECK NO# PC 13-58 8. WATER METER REVIEW 9. FEES Domestic (potable) Use · · 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. 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%". Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface> 50% Impact unconstructed facility ..... yes yes "'yes yes no no no no Fire sprinklers required Upgrade No fees required no (is addition over 150' from center line) :no 10. ADDITIONAL COMMENTS Engineering Application Storm Water Form Right-of-Way Application/Info. Reference Documents Page 6 of 6 REV6/01/12 Fee Calculation Worksheet ENGINEERING DIVISION THIS Prepared by: GEO DATA:LFMZ: 17 I B&T: Address: Bldg. Permit #: 1 Fees Update by: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Refer to CMC 13.1 0.020(c): Types of Use: Sq.Ft./Units 10 EDU's: 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: List types and square footages for all uses. Refer to CMC 18.42.020(e): Types of Use: Sq.Ft./Units 10 ADT's: 8 Types of Use Sq. Ft./Units ADT's: Types of Use: Sq.Ft./Units 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) NO 1. PARK-IN-LIEU FEE:: NW QUADRANT , NE QUADRANT . 'SE QUADARANT , SW QUADRANT ADT'S/UNITS: I X FEE/ADT: I =$ 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: 1 I X 3. BRIDGE & THOROUGHFARE FEE: ADT'S/UNITS: 1 I X 4. FACILITIES MANAGEMENT FEE ADT'S/UNITS: 1 I X 5. SEWER FEE EDU's I X BENEFIT AREA: EDU's 6. DRAINAGE FEES: ACRES: 7. POTABLE WATER FEES: UNITS CODE 0 IX PLDA: IX FEE/ADT: I=$ DIST. #1 DIST.#2 FEE/ADT: I=$ ZONE: 6 FEE/SQ.FT./UNIT: 0 I=$ FEE/EDU: I=$ FEE/EDU: I=$ HIGH .MEDIUM ;LOW FEE/AC: I=$ CONN. FEE METER FEE SDCWA FEE DIST.#3 TOTAL DATE: PLAN CHECK REVIEW TRANSMITTAL PROJECT NAME: o Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID:CT PLAN CHECK NO: SET#: ADDRESS: APN: VALUATION: SCOPE OF WORK: D This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION A Final Inspection by the construction Mgmt& Inspection Division is required Yes 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: Remarks: Linda Ontiveros 760-602-2773 No E-36 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) Easements Right-of-way width & adjacent streets Show on site plan: Drainage patterns Driveway widths Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans: DWG No. """'''·r.J\!""1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography 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. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: · · Site address • Assessor's parcel number Legal description/lot number 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. Lot/Map No.: Map--not yet recorded Subdivision/Tract: CT 13-02 Reference No(s): DWG 480-SA Page 2 of 6 REV6/01/12 E-36 2. DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following engineering conditions of approval for project no.: 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding$ 20,000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $115.00. Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. ; Public improvements required as follows: 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 of $157.00 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Future public improvements required as follows: Page 3 of 6 REV 6/01/12 E-36 5. GRADING PERMIT REQUIREMENTS The 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" , Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All reauired documentation must be orovided to your Engineering Construction Inspector The inspector will then provide the engineering counter with a release for the building permit. No grading permit required. Minor Grading Permit required. See attached marked-up submittal checklist 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 improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for: Page 4 of 6 REV 6/01/12 E-36 7. STORM WATER Construction Compliance Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW ) 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 Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers • Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other: Page 5 of 6 REV 6/01/12 Attachments: E-36 8. WATER METER REVIEW 9. FEES Domestic {potable) Use 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 char!~e and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. 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%". Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility ! ye~s no yes no yes no no Fire sprinklers required Upgrade No fees required yes yes no (is addition over 150' from center line) no 10. ADDITIONAL COMMENTS Engineering Application Storm Water Form Right-of-Way Application/Info. Reference Documents Page 6 of 6 REV 6/01/12 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: GEO DATA:LFMZ : I B&T: Address: Bldg. Permit#: Fees Update by: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Refer to CMC 13.1 0.020( c): Types of Use: Sq.Ft./Units EDU's: 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: List types and square footages for all uses. Refer to CMC 18.42.020(e ): Types of Use: Sq.Ft./Unit~ ADT's: Types of Use Sq. Ft./Units ADT's: Types of Use: Sq. Ft./Units 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) NO 1. PARK-IN-LIEU FEE: NW QUADRANT NE QUADRANT SE QUADARANT 1 ~)W QUADRANT ADT'S/UNITS: \\)I X FEE/ADT: t.}L/7 Lr I =$ N~ ( l(, tj_p(} 2.TRAFFIC IMPACT FEE: / '1 ADT'S/UNITS: \X FEE/ADT: 22Ji( ~l-(\sV \ =$ v/ 3. BRIDGE & THOROUGHFARE FEE: DIST. tf1 DIST.#2 1 DIST.#3 ADrs;uNITs: 1 x FEE/ADT: 1 =$ v/ 4. FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: 1 \X FEE/SQ. FT./UNIT: I=$ 0 \...-/ 5. SEWER FEE EDU's \X FEE/EDU: I=$ BENEFIT AREA: EDU's \X FEE/EDU: I=$ 6. DRAINAGE FEES: PLDA: HIGH MEDIUM LOW ACRES: IX FEE/AC: I=$ 7. POTABLE WATER FEES: ~ UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL DATE: 2/17/15 PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 PROJECT NAME: Coastal living PROJECT ID: PLAN CHECK NO: 6 SET#: 1 ADDRESS: Navarra Drive APN: 216-170-19-00 Planning Division 1635 Faraday Avenue {760) 602-4610 www.carlsbadca.t:wv ~ This plan check review is complete and has been APPROVED by the Planning Division. By: Greg Fisher A Final Inspection by the Planning Division is required ~Yes []No You may also have corrections from one or more of the divisions listE~d below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D 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: Brian Merritt For questions or clarifications on the attached checklist please contact the following reviewer as marked: D Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov [gl Greg Fisher 760-602-4629 Remarks: D Kathleen Lawrence 760-602-27 41 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov REVIEW#: 1 2 3 [8J00 [8J00 [Z]DD Plan Check No. PC 13-58 Address Navarra Drive Date 2/17/15 Review#§ Planner Greg Fisher Phone (760) 602-4629 APN: 216-170-19 Type of Project & Use: Condos Net Project Density:20.41 DUlAC Zoning: ROM General Plan: RH Facilities Management Zone: § CFD (in/out) #_Date of participation: __ Remaining net dev acres: __ (For non-residential development: Type of land use created by this permit: __ ) Legend: [8J Item Complete Environmental Review Required: D Item Incomplete -Needs your acti1on YES [8J NO 0 TYPE Exemption DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES [8J NO 0 TYPE Tract Map c:md Planned Unit Development APPROVALIRESO. NO. 7012 DATE 10/2/2013 PROJECT NO. CT 13-02/PUD 13-04 OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: __ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES 0 NO 0 CA Coastal Commission Authority? YES 0 NO 0 If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): N/A Habitat Management Plan Data Entry Completed? YES [8J NO 0 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!) lnclusionary Housing Fee required: YES [8J NO 0 (Effective date of lnclusionary Housing Ordinance-May 21, 1993.) Data Entry Completed? YES [8J NO 0 (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) [8J D D Housing Tracking Form (form P-20) completed: YES D NO [8J N/A [] P-28 Page 2 of 3 07111 Site Plan: [8]00 [8]00 [8]00 [g]00 [g]00 [g]DD ~DO DOD Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44-Neighborhood Architectural Design Guidelines 1. Applicability: YES [gJ NO D 2. Project complies: YES ~ NOD Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required 1Q Shown 1Q Required § Shown § Required __ Shown __ Required 1Q Shown 10 Required __ Shown __ 2. Accessory structure setbacks: N/A Front: Interior Side: Street Side: Rear: Structure separation: Required __ Shown __ Required __ Shown __ Required __ Shown __ Required __ Shown __ Required __ Shown __ 3. Lot Coverage: Required 60 Shown 48 4. Height: Required 40 Shown 38 5. Parking: Spaces Required 2 per unit Shown 2 per unit (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required ~ Shown ~ Additional Comments: Prior to issuance of building permi. ______ _ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER gbf DATE 2/17/15 P-28 Page 3 of 3 07111 CITY OY DATE: 10.09.2014 PLAN CHECK NO: 1 SET#: 1 PLAN CHECK REVIEW TRANSMITTAL PROJECT NAME: State Street Townhomes ADDRESS: 2531 State Street APN: Co"~;wr& Economic DevelOprhEmt Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECTID:PC140058 C8J This plan check review is complete and has been APPROVED by the FIRE Division. By: G. RYAN A Final Inspection by the FIRE Division is required cg] Yes D 1\lo D 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: A. Tornillo You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a builcting permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following r1eviewer as marked: D Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov D Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov Remarks: See Attached D Kathleen Lawrence 760-602-27 41 Kathleen.Lawrence@carlsbadca.gov D D Linda Ontiveros 760-602-2773 linda.Ontiveros@carlsbadca.gov C8J GrE~g Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov D CindyWong 760-602-4662 Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Carlsbad Fire Department Plan Review Date of Report: Name: Address: Permit#: Job Name: Job Address: Requirements Category: PLANCK , 10-09-2014 TAYLOR MORRISON OF CALIFORNIA 8105 IRVINE CENTER DR-STE 1450 IRVINE, CA ATTN: APRIL TORNILLO 92618 PC140056 STATE STREET CONDOS-DEMOLISH 2531 STATE ST CBAD Please review carefully all comments attached. Conditions: CITY OF CARLSBAD FIRE DEPARTMENT-APPROVED: Reviewed by: q tf}al( THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY Lt\W. Entry: 10/09/2014 By: GR Action: AP ~ CITY OF RLSB DATE: 07.29.2014 PLAN CHECK NO: 2 SET#: 1 PLAN CHECK REVIEW TRANSMITTAL PROJECT NAME: COASTAL LIVING -10 ADDRESS: LOT 40 NAVARRA DR Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www .carlsbadca .gov PROJI:CTID:PC130058 APN: :>.16-170-19-00 D This plan check review is complete and has been APPROVED by the FIRE Division. By: G. RYAN A Final Inspection by the FIRE Division is required [8] Yes 0 No l6J 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: MOONLIGHT DESIGNS You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviiewer as marked: D Chris.Sexton@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov Remarks: See Attached Kathleen Lawrence 760-602-27 41 Kathleen.Lawrence@carlsbadca.gov D D Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D CindyWong 760-602-4662 Cynthia. Wong@carlsbadca.gov D Dominic Fieri 760-602-4664 Dominic.Fierri@carlsbadca.gov Carlsbad Fire Department Plan Review Date of Report: Name: Address: Permit#: Job Name: Job Address: Requirements Category: PLANCK , 07-29-2014 COASTAL LIVING 1 0/BRIAN MERRRITT STE 210 2710 LOKER AVE W CARLSBADCA 92010-6646 PC130058 COASTAL LIVING 10 INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office (or review and approval. Conditions: Cond: CON0006840 [NOT MET] 1. Indicate on the Title/Cover sheet of the plans that NFP A 13D fire sprinkler systems are being proposed and shall be supplied by l-inch or greater water services based on fire sprinkler demand plus 5 GPM domestic@ 12 PSIG. Fire sprinklers designed in accordance with NFPA 13D where each D.U. has a stand-alone system served by a l-inch or greater water meter, where the 1-hour separation extends into the attic in effect compartmentalizing each D.U. Please provide a note on each sheet citing the preferred design standard. 2. Provide a Civil sheet showing the location and design of the water delivery for the fire sprinkler system(s). Entry: 07/29/2014 By: GR Action: CO PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 12/04/2013 PROJECT NAME: COASTAl liVING 10 PROJECT ID: PC130058 PLAN CHECK NO: 1 SET#: 1 ADDRESS: NAVARRA DR APN: 216-1'70-19-00 D This plan check review is complete and has been APPROVED by the FIRE Division. By: GR A Final Inspection by the FIRE Division is required [Z;J Yes 0 No cg] 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: B. MERRITT You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following mviewer as marked: D Chris.5exton@carlsbadca.gov .. :lna Ruiz :> C0-602-4675 Gina., iuiz@carlsbadca.gov Kathleen Lawrence 760-602-27 41 Kath leen.Lawrence@carlsbadca.gov D D Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov R~':. iCHks: NOT APPROVED, SEE ATIACHED Gregory.Ryan@carlsbadca.gov D CindyWong 760··602-4662 Cynthia.Wong@carlsbadca.gov D Dominic Fieri 760··602-4664 Dominic.Fieri@carlsbadca.gov Carlsbad Fire Department Plan Review Requirements Category: PJ::ANCK I ./i' Date of Report: Name: Address: Permit#: Job Name: Job Address: 12-04-2013 COASTAL LIVING 10/BRIAN MERRRITT STE 210 2710 LOKER AVE W CARLSBAD CA 92010-6646 PC130058 COASTAL LIVING 10 t:~r"' 'l ~ ..... INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0006840 [NOT MET] 1. Delete any reference to San Diego Municipal Code (SDMC) and provide correct citation in accordance with the City of Carlsbad's adopted codes and standards. 2. The fire sprinkler system can be designed one of two ways-- designed in accordance with NFPA 13D where each D.U. has a stand-alone system served by a l-inch or greater water meter, where the 1-hour separation extends into the attic in effect compartmentalizing each D.U.; or, designed in accordance with NFPA 13R where each building is served by a common system which would include the attic space. Please provide a note on each sheet citing the preferred design standard. Each design will have benefits and detractors. 3. Provide a Civil sheet showing the location and design of the water delivery for the fire sprinkler system(s). Entry: 12/04/2013 By: GR Action: CO RES STRUCT P ~E~ 604 SILVER BERRY PLACE, ENCJNlTAS, CA. 92024 760.415.3611 THRANEK@YAHOO.COM NOVEMBER 17,2013 DELTA 2: 03.SEP.14 PGS 25, 28A-D STRUCTURAL CALCULATIONS FOR COASTAL LIVING NAVARRA-10 DESCRIPTION: NAVARRA DRIVE-10 UNITS CARLSBAD, CA. 92009 CITY OF CARLSBAD DESIGNER: MOONLIGHT DESIGNS 2710 LOKER AVE WEST, STE 210 CARLSBAD, CA. 92010 (760) 533-7975 1 OF 28 11/17/2013 03 SEP'l4 AJ"jlfHqNY J. HRANEK Cl,64~28 EXP. 6-30-15 DATE Grid At,ase ~epth Vs P.H. QE w D 29 30 9.40 9 4,088 250 E 29 30 9.40 9 4,088 250 F 29 30 9.40 9 4,088 250 G 29 30 9.40 9 4,088 250 H 29 30 9.40 9 4,088 250 I 29 30 9.40 9 4,088 250 J 30 30 9.40 9 4,228 250 K 32 32 9.40 9 4,811 250 L 12 30 9.40 9 1,691 250 M 20 33 9.40 9 3,101 250 N 29 33 9.40 9 4,496 250 0 12 12 9.40 9 677 250 p 21 32 9.40 9 3,157 250 Q 32 32 9.40 9 4,811 250 R 12 12 9.40 9 677 250 2 20 29 9.40 9 2,725 250 4 30 29 9.40 9 4,088 250 6 10 29 9.40 9 1,363 250 7 20 24 9.40 9 2,255 250 8 30 30 9.40 9 4,228 250 9 12 30 9.40 9 1,691 250 10 33 29 9.40 9 4,496 250 11 33 29 9.40 9 4,496 250 12 32 32 9.40 9 4,811 250 13 32 32 9.40 9 4,811 250 ---- SUMMARY OF LATERAL DESIGN Eh+Ev S.P. Lengths T.L. Unit Shear (v.) O.T. FIRST FLOOR of THREE STORIES [UNITS 2-7] 4,127 8.0 8.0 516 4,643 4,127 8.0 8.0 516 4,643 4,127 8.0 8.0 516 4,643 4,127 8.0 8.0 516 4,643 4,127 8.0 8.0 516 4,643 4,127 8.0 8.0 516 4,643 4,268 6.67 6.67 640 5,759 4,851 16.0 16.0 303 2,729 1,731 8.0 8.0 216 1,948 3,141 SIMPSON STRONGWALL (PFC-5485, ER-2207 ) 4,536 8.0 8.0 567 5,103 925 4*, *Vs=Vs[P.H./2 x w] 4.0 231 2,081 3,756 3.83+3.83, Vs*1.175 3.83 981 8,827 4,851 8.0 8.0 606 5,457 822 10.0 10.0 82 740 2,765 SIMPSON STRONGWALL (PFC-5485, ER-2207 ) 4,127 20.00 20.0 206 1,857 1,402 5.33+5.33+8 18.7 75 676 2,295 SIMPSON STRONGWALL (PFC-5485, ER-2207 ) 4,268 20+5.75 25.75 166 1,492 1,731 5.67 5.67 305 2,748 4,536 16.0 16.0 284 2,552 4,536 11.0 11.0 412 3,711 4,851 12.0 12.0 404 3,638 4,851 .12+6+6 24.0 202 1,819 --- MOONLIGHT-NAVARRA 1 O.XLS S.P. Type Hold Downs Grid 3 HDU5 D 3 HDU5 E 3 HDU5 F 3 HDU5 G 3 HDU5 H 3 HDU5 I 3 HDU8 J 1 HDU2 K 1 HDU2 L 2-SW22x8x4 M 3 HDU5 N 1 HDU2 0 det 1/S3b HDU11 p 3 HDU5 Q 1 N.R. R ! 2-SW22x8x4 2 ; 1 HDU2 4 1 N.R. 6 2-SW22x8x4 7 1 N.R. 8 I 1 HDU2 9 1 HDU2 10 2 HDU4 11 2 HDU4 12 J 1 HDU2 13 ! -- 9/3/2014 ~ ~ N N Vl ~ N 00 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title 4'8: Job# Navarra Description .... DELTA 2 28A OF 28 Page: __ Dsgnr: AJH Date: 3 SEP 2014 This Wall in File: c:\Users\Tony Hranek\Dropbox\Res Struct\FIRELIGHT folders123\04-ENERCALC\12' ret RetainPro 10 (c) 1987·2014, Build 10.14.8.26 ti~~'hsie'f:;0~rf~~fRucT P.E. Cantilevered Retaining Wall Design :ode: CBC 2010,ACI318-08,ACI530-08 '--~1 C11111r11111ite11111r11111ia1111111111111111111111-111111111111111111111111111111111111111111111111111111111111111l I Soil Data p Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel I Surcharge Loads 4.67 ft 0.50 ft 0.00:1 O.OOin 0.0 ft Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 165.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load 500.0 lbs Axial Live Load 250.0 lbs Axial Load Eccentricity 12.0 in I Earth Pressure Seismic Load Multiplier Used = 1.000 (Multiplier used on soil density) I ' I Allow Soil Bearing 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe Footing!ISoil Friction Soil height to ignore for passive pressure 250.0 psf/ft 115.00 pcf o.oo pcf 0.350 0.00 in I Lateral Load Applied to Stem I Lateral Load 0.0 #/It ... Height to Top 0.00 ft ... Height to Bottom 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem 0.0 psf Uniform Seismic Force 4.670 Total Seismic Force 26.479 1 I Adjacent Footi11119 Load I Adjacent Footing Loa<11 0.0 lbs Footing Width 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type Square Footing Base Above/Below Soil at Back of Wall 0.0 ft Poisson's Ratio 0.300 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title 4'8: Job# Navarra Dsgnr: AJH Description .... This Wall in File: c:\Users\Tony Hranek\Dropbox\Res Struct\FIRELIGHT folders123\04-ENERCALC\12' ret. DELTA 2 28B OF 28 Page: __ Date: 3 SEP 2014 RetainPro 10 (c) 1987·2014, Build 10.14.8.26 l.icense : KW·Q6!!.5681.Jl License To : RES STRUCT P.E. Cantilevered Retaining Wall Design :ode: CBC 201 O,ACI 318-08,ACI 530-08 I Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 2.80 OK 3.27 OK 2,598 lbs 8.44 in Soil Pressure@ Toe 2,471 psf OK Soil Pressure @ Heel o psf OK Allowable 2,500 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 3,060 psf ACI Factored@ Heel 0 psf Footing Shear@ Toe 16.4 psi OK Footing Shear@ Heel 8.5 psi OK Allowable 82.2 psi Sliding Cales (Vertical Component Used) Lateral Sliding Force 581.1 lbs less 100% Passive Force 1,076.61bs less 100% Friction Force 821.71bs Added Force Req'd .... for 1.5 : 1 Stability 0.0 lbs OK 0.0 lbs OK I Stem Construction I Top Stem ~llllllllllllllllllllllllllllllllllllllllllllllllllllllllllllill-Stem OK Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" Masonry Thickness 8.00 Rebar Size # 5 Rebar Spacing 16.00 Rebar Placed at Edge Design Data fb/FB +fa/Fa Total Force @ Section Moment....Actual Moment.. ... AIIowable Shear ..... Actual Shear ..•.. AIIowable Wall Weight lbs= ft-#= psi= psi= Rebar Depth 'd' in = LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 0.780 396.9 1,379.8 1,837.4 6.3 44.7 78.0 5.25 30.00 6.00 M D Hook embedment reduced by stress ratio asonry ata I'm psi = 2,000 Fs psi= 20,000 Solid Grouting Yes Load Factors -------------Modular Ratio 'n' Short Term Factor 16.11 1.000 Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 201 O,ACI 1.200 1.600 1.600 1.600 1.000 I Footing Dimensions & Strengths I Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.83 ft 2.17 3.00 12.00 in 8.00 in 6.00in 0.83 ft f'c = 3,000 psi Fy = 60,000 psi 150.00pcf 0.0018 Footing Concrete Density Min. As% Cover@ Top 2.00 @ Btm.= 3.00 in Equiv. Solid Thick. in = Masonry Block Type Masonry Design Method Concrete Data f'c psi= Fy psi= Footing Design Results ......I2L Factored Pressure 3,060 Mu' : Upward 915 Mu' : Downward 462 Mu: Design 453 Actuai1-Way Shear 16.37 Allow 1-Way Shear 82.16 7.60 Medium Weight ASD ...l:§L 0 psi 54ft-# 1,138ft-# 1,084 ft-# 8.53 psi 82.16 psi Toe Reinforcing # 5@ 16.00 in Heel Reinforcing None Spec'd Key Reinforcing # 4 @ 8.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 14.14 in, #5@ 21.78 in, #6@ 30.81 in, #7@ 41.92 in, DELTA 2 28C OF 28 Title 4'8: Page: __ Use menu item Settings > Printing & Title Block to set these five lines of information Job# Navarra Dsgnr: AJH Date: 3 SEP 2014 for your program. Description .... This Wall in File: c:\Users\Tony Hranek\Dropbox\Res Struct\FIRELIGHT _folders123\04-ENERCALC\ 12' ret. RetainPro 10 (c) 1987•2014, Build 10.14.8.26 l:icense : _KW·Il6115Ji8:1Jl icense To : RES STRUCT P.E. Cantilevered Retaining Wall Design I Summacy of Overturning & Resisting Forces & Moments ••••• OVERTURNING ••••• Force Distance Moment Item lbs ft ft -# Heel Active Pressure 562.6 1.89 1,063.3 Soil Over Heel Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil Seismic Earth Load Total 18.5 3.40 581.1 O.T.M. Resisting/Overturning Ratio 2.80 63.1 1,126.4 Vert. component of active S.P. used for Overturning Resistance. Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem • Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth@ Stem Transitions = Footing Weight Key Weight :ode: CBC 201 O,ACI 318-08,ACI 530-08 ••••• RESISTING ••••• Force !Distance lbs ft 807.4 2.25 500.0 0.16 250.0 0.16 137.0 0.42 403.3 1.16 450.0 1.50 50.0 1.16 Moment ft-# 1,815.2 81.7 40.8 56.8 469.1 675.0 58.2 Total= 2,347.6 lbs R.M.= 3,156.0 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 3 S26 II N(.)l : <>ALL B" C.M.U. eUSE f'm=2000 PSI I f'c=2!?00 PSI •SOLID GROUT ENTIRE WALL •SPECIAL INSPECTION REQ'D 2x F.T. PLATE w/ A.B.'s FER S.W. SC!--IEP. Ox S.F. FOR 1-4GRSJ ~ 610-RETENTI/ON AREA <I SAME STEEL ~ SPACING AS SLAB REINFORCEMENT "5's ®24"o.c. -CENTER OF CMU- *4's 6l24"o.c., HORIZ. DELTA 2 28D OF 28 ~REFER TO 'WALL DRAINAGE DETAIL' " Ll 1'-0'1) <I <I " ~-----3'-0" ... RESTRAINING WALL SCALE: NTS RES-4.01'-RESTRAil"--ED C:\Users\Tony Hranek\Dropbox\Res Struct\FIRELIGHT_folders123\03-ACAD\MOONUGHT\NAVARRA\PC\Navarra STR PC_REV l.dwg, Model, 9/3/2014 6:48:21 PM, 1:30.9921, 3/8":1' 0 ENTRY COUI<TY AI<D z -iU--1 NCBREPR.OGRAPHICS -___________ _ ... ....__ -""""'""'"'- 2382 CAMINO VlOA ROBLE, STE F CARLSBAD, CA 920 t I NCBREPRO.COM TEL f760t 931..0504 FAX f760t 93 t-1 867 admin@ncbrepro.com A Oivfsion of SAN otEGO PRINTING GROUP. fNC. INVOICE Page Invoice Number 0000504106 Invoice Date 9/4/2014 PO Number Order Number Customer 0000011111 TERMS NET30 BILL TO: COASTAL LIVING LLC, 187HOCH WAY HEMET CA 92545 SHIP TO: COASTAL LIVING LLC, 2710 WEST LOKER AVE SUITE#210 SIGNATURE THANK YOU FOR YOUR BUSINESS! ADMIN@NCBREPRO.COM Sub-Total 403.20 CARLSBAD CA 92010 Safes Tax 32.26 BALANCE DUE 435.46 RES STRUCT P~E~ 604 SILVER BERRY PLACE, ENCINITAS, CA. 92024 760.415.3611 THRA1\~K@Y AHOO.COM NOVEMBER 17, 2013 06JUL'14: Delta '1' 1 OF 28 D1, 1 of24 (D1, 24 PGS) STRUCTURAL CALCULATIONS FOR COASTAL LIVING NAVARRA-10 DESCRIPTION: NAVARRA DRIVE-10 UNITS CARLSBAD, CA. 92009 CITY OF CARLSBAD DESIGNER: MOONLIGHT DESIGNS 2710 LOKER AVE WEST, STE 210 CARLSBAD, CA. 92010 (760) 533-7975 AwfHQNY J. HRANEK C (64~28 EXP. 6-30-15 0~e-~"" 11/17/2013 15 JUL '14 DATE W RF 45 W FLR 50 BMID BM L WTRIBIW PSF ~ WTRIB~ W PSF C81 12 17 765 0 OJ1 16 0 0 081 6 ENERCALC: 5' w/ 1' CANTILEVER 082 5 0 0 083 7 0 0 084 12 ENERCALC: 7' w/ 5' CANTILEVER 085 9 ENERCALC: 6' w/ 3' CANTILEVER 086 18.67 0 0 FB1A 21 2 90 0 FB1B 21 2 90 0 FB2 12 0 13 650 FB3 14 0 13 650 F84 20 0 11 550 FB5 14 9 405 5 250 FB6 17 0 4 200 F87 17 16 720 2 100 FB8 20 6 270 2 100 FB9 16 0 0 FB10 20 0 7.5 375 BEAM LOADING W DK so POINT LOAD DATA WTRIB W PSF WTOT P PSF P Length P Total p source Plocatlon 0 765 180 11 1980 H.T. 4 1.33 66.5 66.5 0 2 100 200 200 7 1400 OK8M 6 2 100 100 200 10 2000 STAIRS 2.5 2 100 100 5200 FB9 2 3 150 150 150 3 450 OK8M 12 2 100 100 150 3 450 OKBM 9 3 150 150 0 0 0 90 P:6(975)+1.33(4)(50):6117@ CANT' END 0 0 90 P:1.33(975)+1.33(4)(50):1563@ CANT' END 0 650 0 0 650 0 0 550 0 0 655 0 0 200 P1 @11.5=3900 (F82), P2@14=4600 (FB3 0 820 5 250 620 13 650 650 0 375 4064 083, R1 4 MOONLIGHT-NAVARRA 10.xls REACTIONS R1 R2 5,910 5,250 532 532 200 2,400 1,250 1,250 4,760 2,540 -60 2,310 0 1,350 1,400 1,400 0 8,600 660 3,120 3,900 3,900 4,550 4,550 5,500 5,500 4,585 4,585 #VALUE! #VALUE! 6,970 6,970 6,200 6,200 5,200 5,200 7,000 4,560 7/15/2014 0 ........ v N 0 H) N ..j:::;.. RES STRUCT PE Tony Hranek thranek@yahoo.com Wood Beam Description: FB1A CODE REFERENCES Calculations per NOS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: 20061BC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination2006 IBC & ASCE 7-05 Wood Species Wood Grade : Boise Cascade :Versa Lam 3100 Project Title: Engineer: AJ HRANEK Project Oeser: Dl, 3 of24 Project 10: p,Jnted: 21 JUt\ 2014, 11:02AM File~ C;\Users\TONYHR-1\Dropbox\RESSTR-1\FIRELI-1104-ENE-1\MOONti"'1.EC6 · Fb-Tension Fb -Compr Fe-Prll Fe-Perp Fv Ft . ENERCALC, INC. 1983-2014,.Bu11d:6.14.1.28, Ver:6.14.1.28 3100 psi 3100 psi 3000 psi 750 psi 285 psi 2100 psi E : Modu/w: of Elasticity Ebend-xx Eminbend -xx Density 2000ksi 2000ksi 32.21 pcf Beam Bracing :Beam is Fully Braced against lateral-torsion buckling Applied Loads Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans: D = 0.10 klft Load for Span Number 2 PointLoad: D=6.117k@3.0ft DESIGN $1!/JHMARY Span= 18.0 It ------------, D(6) 17) Span= 3.0 It Service loads entered. Load Factors will be applied for calculations. !Maximum Bending Stress Ratio = 0.426: 1 Maximum Shear Stress Ratio = 0.453: 1 Section used for this span fb: Actual = FB : Allowable = Load Combination Location of maximum on span = Span #where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 5.25x14 1 ,320.70psi 3,1 OO.OOpsi DOnly 18.000ft Span# 1 0.000 in 0.000 in 0.224 in -0.174 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Ratio= Ratio= Ratio= Ratio= Segment Length Span# M v cd CFN Ci Cr Cm 0 Only 1.000 1.00 1.00 1.00 Length= 18.0 ft 0.426 0.453 1.00 1.000 1.00 1.00 1.00 Length= 3.0 ft 2 0.426 0.453 1.00 1.000 1.00 1.00 1.00 Overall Maximum Deflections -Unfactored .Loads Load Combination Span Max. "-" Deft Location in Span 0.0000 3.000 Section used for this span 5.25x14 tv: Actual = 129.22 psi Fv : Allowable = 285.00 psi Load Combination DOnly Location of maximum on span = 18.000ft Span #where maximum occurs = Span# 1 0<360 0 <360 320 1238 Moment Values Shear Values c t CL M fu v fv F'v 1.00 100 0.00 0.00 1.00 1.00 18.87 1,320.70 1.00 1.00 18.87 1,320.70 Load Combination DOnly RES STRUCT PE Tony Hranek thranek@yahoo.com Wood Beam Description : FB1A Overall Maximum Deflections • Unfactored Loads Project Title: Engineer: AJ HRANEK ProJect Oeser: Project ID: Dl,4of24 Printed 21 JUN 2014, 11:02AM File-C:\Users\TONYHR~1\Dropbox\RESSTR-11FIRELI-1\04.ENE-1\MOONLI-1.EC6 ENERCALC, INC.1983·2014, Build:6r14.1.28, Ver:6:14.1.28. Load Combination Span Max. "-" Dell Location in Span Load Comoination Max."+" Deft Location in Span D Only 2 Vertical Reactions -Unfactored Load Combination Support 1 Overall MAXimum Overall MINimum DOnly -0.001 -0001 -0.001 0.2237 Support2 8.563 8.563 8.563 3.000 Support notation · Far left is #1 Support 3 0.0000 Value:; in KIPS 11.363 RES STRUCT PE Tony Hranek thranek@yahoo.com Wood Beam Description: FB1B CODE REFERENCES Calculations per NOS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: 2006 IBC & ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : Boise Cascade :Versa Lam 3100 Project Tille: Engineer: AJ HRANEK Project Oeser: Project 10: Dl, 5 of24 Printed 21 JU:< 2014. 11:05.4\1 File = C:\Users\TONYHR-1\Dropbox\RESSTR-1\FIRELH\04-ENE-1\MOONLH .EC6 ·. Fb-Tension Fb -Compr Fe-Prll Fe-Perp Fv F! ENERCALC, INC. 1983-2014,.Build6.14 1:28, Ver:6J4.1.28· 3,100.0 psi 3,100.0 psi 3,000.0 psi 750.0psi 285.0 psi 2,100.0 psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 2,000.0ksi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Density 32.21 Opcf Applied Loads Beam self weigh! calculated and added to loads Loads on all spans ... Uniform Load on ALL spans: D = 0.10 k/ft Load for Span Number 2 Point Load : D = 1.563 k@ 3.0 ft .... [)ES/GN Sl!MMAR't /Maximum Bending Stress Ratio = Section used for this span lb: Actual = FB : Allowable = Load Combination Location of maximum on span = Span #where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Span= 18.0 ft Span= 3.0 ft Service loads entered. Load Factors will be applied for calculations. 1 Maximum Shear Stress Ratio = 0.378 : 1 1.75x14 Section used for this span 1.75X14 1 ,083.92psi tv :Actual 107.60 psi 3,1 OO.OOpsi Fv : Allowable = 285.00 psi DOnly Load Combination DOnly 18.000ft Location of maximum on span = 18.000ft Span# 1 Span #where maximum occurs = Span# 1 0.000 in Ratio= 0<360 0.000 in Ratio= 0 <360 0.067 in Ratio= 1070 -0.005 in Ratio= 39630 Maximum Forces & Stresses for Load Combinations ---------------------------------------------------------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 F'v D Only 1.000 1.00 1.00 1.00 1.00 1.00 0.00 000 000 Length= 18.0 ft 0.350 0.378 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.16 1,083.92 285.00 Length= 3.0 ft 2 0.350 0.378 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.16 1,083.92 5.00 Overall Maximum Deflections -Unfactored Loads Load Combination Span Max."-" Deft Location in Span Load Combination M1 D Only 1 0.0954 7.039 DOnly RES STRUCT PE Tony Hranek thranek@yahoo.com Description: FB1B Overall Maximum Deflections-Unfactored Loads Project Title: Engineer: AJ HRANEK ProJect Descr: Project ID: Dl, 6 of24 Printed 21 JUf\ 2014. i 1:05AM File.= C:\Users\TONYHR'"'11Dropbox\RESSTR-1 IFIRELH 104-ENE-1 IMOONU~1.EC6 ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver:6.14.1.28 Load Combination Span Max. "." Defl Location in Span Load Combination Ma:.c "+"Deft Location in Span D Only 2 Vertical Reactions • Unfactored Load Combination Support 1 Overall MAXimum Overall MINimum DOnly 0.662 0.662 0.662 0.0672 Support2 3.116 3.116 3.116 3.000 Support notation : Far left is #1 Support 3 0.0000 Values in KIPS 16.894 SUMMARY OF VERTICAL DESIGN Beam L ( ft )* v ( lb) M ( ft-lb) Dx A (in2) S (in3) I (in4) ALL UNITS I ALL FLOORS CB1 12 5.9 I 5.3 REFER TO ENERCALC BEAM ANALYSIS OJ1 16 532 2,128 57 8 20 72 OB1 6 0.2 I 2.4 REFER TO ENERCALC BEAM ANALYSIS OB2 5 1,250 2,813 6 20 26 24 OB3 7 4.8 I 2.6 REFER TO ENERCALC BEAM ANALYSIS OB4 12 -0.6 I 2.3 REFER TO ENERCALC BEAM ANALYSIS OB5 9 0 I 1.35 REFER TO ENERCALC BEAM ANALYSIS OB6 18.67 1,400 6,536 237 22 60 258 FB1A 21 945 4,961 228 15 46 221 FB18 21 945 4,961 228 15 46 221 FB2 12 3,900 11,700 176 62 108 297 FB3 14 4,550 15,925 325 72 147 472 --------------···--·· --- *Note: 'L' is for calcs only. Refer to plan for actual lengths. MOONLIGHT-NAVARRA 1 O.XLS Min. Sizes (VL31 00, U.O.N.) 5.25x11 .25 VL 2x12's @ 16' o.c. Rip to Center 4x12 OF#1 4x12 OF#1 6x12 OF#1 4x12 OF#1 4x12 OF#1 6x12 OF#1 5.25x14 VL 1.75x14 VL 3.5x14 VL 3.5x14 VL 7/15/2014 0 ,_. v -.....] 0 "'"-IJ N ..j;::. Grid Abase Adepth Vs P.H. QE w D 29 30 5.78 9 2,516 250 E 29 30 5.78 9 2,516 250 F 29 30 5.78 9 2,516 250 G 29 30 5.78 9 2,516 250 H 29 30 5.78 9 2,516 250 I 29 30 5.78 9 2,516 250 J 30 30 5.78 9 2,603 250 L 30 30 5.78 9 2,603 250 M 29 33 5.78 9 2,767 250 N 29 33 5.78 9 2,767 250 p 29 32 5.78 9 2,684 250 Q 27 32 5.78 9 2,498 250 2 30 29 5.78 9 2,516 250 6 30 29 5.78 9 2,516 250 7 30 30 5.78 9 2,603 250 9 30 30 5.78 9 2,603 250 10 33 29 5.78 9 2,767 250 11 33 29 5.78 9 2,767 250 12 33 29 5.78 9 2,767 250 13 33 29 5.78 9 2,767 250 ~- SUMMARY OF LATERAL DESIGN Eh+Ev S.P. Lengths T.L. Unit Shear (v .) THIRD FLOOR of THREE STORIES [UNITS 2-7] 2,556 8.0 8.0 319 2,556 8.0 8.0 319 2,556 8.0 8.0 319 2,556 8.0 8.0 319 2,556 8.0 8.0 319 2,556 8.0 8.0 319 2,642 10.0 10.0 264 2,642 5.7 5.7 466 2,807 8.0 8.0 351 2,807 5.33 5.33 527 2,723 9.25+5.5 14.75 185 2,538 5.25 5.25 483 2,556 5.33+5.75 11.1 230 2,556 2.67 +3.33+ 11.5 17.5 146 2,642 2.5+4.5 6.0 440 2,642 5.5+6.5 12.00 220 2,807 6.5 6.5 432 2,807 11.0 11.0 255 2,807 12.0 12.0 234 2,807 6+6 12.0 234 - MOONLIGHT-NAVARRA 1 O.XLS O.T. S.P. Type 2,875 1 2,875 1 2,875 1 2,875 1 2,875 1 2,875 1 2,378 1 4,194 2 3,158 2 4,740 3 1,662 1 4,351 2 2,072 1 1,314 1 3,964 2 1,982 1 3,887 2 2,297 1 2,105 1 2,105 1 Hold Downs Grid ! MST48 D MST48 E I MST48 F I MST48 G MST48 H MST48 I MST48 J MST60 L MST48 M MST60 N MST37 p MST60 Q MST37 2 MST37 6 MST60 7 MST37 9 MST60 10 MST48 11 MST37 12 MST37 13 - 7/15/2014 0 I--' " 00 0 H; N ..j:.:::.. Grid Abase Adepth Vs P.H. QE D 29 30 8.24 9 3,582 E 29 30 8.24 9 3,582 F 29 30 8.24 9 3,582 G 29 30 8.24 9 3,582 H 29 30 8.24 9 3,582 I 29 30 8.24 9 3,582 J 30 30 8.24 9 3,706 L 30 30 8.24 9 3,706 M 29 33 8.24 9 3,941 N 23 33 8.24 9 3,125 0 25 13 8.24 9 1,338 p 32 32 8.24 9 4,216 Q 32 32 8.24 9 4,216 R 12 12 8.24 9 593 2 30 29 8.24 9 3,582 6 30 29 8.24 9 3,582 7 16 24 8.24 9 1,581 8 30 30 8.24 9 3,706 9 18 34 8.24 9 2,520 10 33 29 8.24 9 3,941 11 33 29 8.24 9 3,941 12 32 32 8.24 9 4,216 13 32 32 8.24 9 4,216 SUMMARY OF LATERAL DESIGN w Eh+Ev S.P. Lengths T.L. Unit Shear (v.) SECOND FLOOR of THREE STORIES [ UNITS 2-7] 750 3,702 8.0 8.0 463 750 3,702 8.0 8.0 463 750 3,702 8.0 8.0 463 750 3,702 8.0 8.0 463 750 3,702 8.0 8.0 463 750 3,702 8.0 8.0 463 750 3,825 10.0 10.0 383 750 3,825 7.25 7.25 528 750 4,060 4.5+3+3+2 12.5 325 750 3,245 5.25 5.25 618 750 2,998 3+3 6.0 500 750 4,336 4+2.5+5.5 12.0 361 750 4,336 5.5+6 11.5 377 750 1,060 2.5+2.5*, *Vs=Vs[P.H./2 xw] 5.0 212 750 3,597 5.33+3.5 8.8 409 750 3,597 2.67 +2.42+3.67 +3+6 17.8 202 750 1,919 3.75+5.5 9.3 207 750 3,825 5.67+5.75 11.42 335 750 2,639 5.5+7+6 18.50 143 750 3,957 16.0 16.0 247 750 3,957 11.0 11.0 360 750 4,336 12.0 12.0 361 750 4,336 14.0 14.0 310 MOONLIGHT-NAVARRA 1 O.XLS O.T. S.P. Type 4,165 2 4,165 2 4,165 2 4,165 2 4,165 2 4,165 2 3,443 2 4,749 3 2,923 1 5,562 3 4,497 2 3,252 2 3,393 2 1,908 1 3,679 2 1,819 1 1,867 1 3,015 1 1,284 1 2,226 1 3,238 2 3,252 2 2,787 1 Hold Downs Grid MST60 D MST60 E MST60 F MST60 G MST60 H ' MST60 I I MST60 J MST60 L MST48 M MSTC78 N MST60 0 MST48 p MST48 Q MST37 R MST60 2 . MST37 6 MST37 7 . MST48 8 MST37 9 MST48 10 I MST48 11 MST48 12 MST48 13 - 7/15/2014 u ........ ... \0 0 f-+) N .+;:.. Grid Abase Adepth Vs P.H. Oe w D 29 30 9.40 9 4,088 250 E 29 30 9.40 9 4,088 250 F 29 30 9.40 9 4,088 250 G 29 30 9.40 9 4,088 250 H 29 30 9.40 9 4,088 250 I 29 30 9.40 9 4,088 250 J 30 30 9.40 9 4,228 250 K 32 32 9.40 9 4,811 250 L 12 30 9.40 9 1,691 250 M 20 33 9.40 9 3,101 250 N 29 33 9.40 9 4,496 250 0 12 12 9.40 9 677 250 p 21 32 9.40 9 3,157 250 Q 32 32 9.40 9 4,811 250 R 12 12 9.40 9 677 250 2 20 29 9.40 9 2,725 250 4 30 29 9.40 9 4,088 250 6 10 29 9.40 9 1,363 250 7 20 24 9.40 9 2,255 250 8 30 30 9.40 9 4,228 250 9 12 30 9.40 9 1,691 250 10 33 29 9.40 9 4,496 250 11 33 29 9.40 9 4,496 250 12 32 32 9.40 9 4,811 250 13 32 32 9.40 9 4,811 250 SUMMARY OF LATERAL DESIGN Eh+Ev S.P. Lengths T.L. Unit Shear (v.) O.T. FIRST FLOOR of THREE STORIES [UNITS 2-7] 4,127 8.0 8.0 516 4,643 4,127 8.0 8.0 516 4,643 4,127 8.0 8.0 516 4,643 4,127 8.0 8.0 516 4,643 4,127 8.0 8.0 516 4,643 4,127 8.0 8.0 516 4,643 4,268 10.0 10.0 427 3,841 4,851 16.0 16.0 303 2,729 1,731 8.0 8.0 216 1,948 3,141 SIMPSON STRONGWALL (PFC-5485, ER-2207) 4,536 8.0 8.0 567 5,103 925 4*, *Vs=Vs[P.H./2 x w] 4.0 231 2,081 3,756 3.83+3.83, Vs*1.175 3.83 981 8,827 4,851 8.0 8.0 606 5,457 822 10.0 10.0 82 740 2,765 SIMPSON STRONGWALL (PFC-5485, ER-2207) 4,127 20.00 20.0 206 1,857 1,402 5.33+5.33+8 18.7 75 676 2,295 SIMPSON STRONGWALL (PFC-5485, ER-2207) 4,268 20+5.75 25.75 166 1,492 1,731 5.5+6.5 12.0 144 1,298 4,536 16.0 16.0 284 2,552 4,536 11.0 11.0 412 3,711 4,851 12.0 12.0 404 3,638 4,851 12+6+6 24.0 202 1,819 --- MOONLIGHT-NAVARRA 1 O.XLS S.P. Type Hold Downs Grid 3 HDU5 D 3 HDU5 E 3 HDU5 F 3 HDU5 G 3 HDU5 H 3 HDU5 I 2 HDU4 J 1 HDU2 K 1 HDU2 L 2-SW22x8x4 M 3 HDU5 N 1 HDU2 0 det 1/S3b HDU11 p 3 HDU5 Q 1 N.R. R 2-SW22x8x4 2 1 HDU2 4 1 N.R. 6 2-SW22x8x4 7 1 N.R. 8 1 N.R. 9 1 HDU2 10 2 HDU4 11 2 HDU4 12 1 HDU2 13 ------- 7/15/2014 t:1 ,._... v ,._... 0 0 1-!J tv +::. Grid Abase Adepth Vs P.H. QE A 21 28 5.70 9 1,677 B 42 28 5.70 9 3,354 c 21 28 5.70 9 1,677 s 39 30 5.70 9 3,337 T 39 30 5.70 9 3,337 u 39 30 5.70 9 3,337 v 39 30 5.70 9 3,337 w 21 28 5.70 9 1,677 X 42 28 5.70 9 3,354 y 21 28 5.70 9 1,677 1 28 42 5.70 9 3,354 5 28 42 5.70 9 3,354 16 15 39 5.70 9 1,668 17 30 39 5.70 9 3,337 18 15 39 5.70 9 1,668 19 28 43 5.70 9 3,434 21 28 43 5.70 9 3,434 SUMMARY OF LATERAL DESIGN w Eh+Ev S.P. Lengths T.L. Unit Shear (v .) SECOND FLOOR of TWO STORIES [UNITS 1 & 8-10] 750 2,833 4+4*, Vs*9/2*4=Vs*1.13 8.0 354 750 5,036 8+7 15.0 336 750 2,518 10.33 10.33 244 750 3,456 12.00 12.00 288 750 3,456 12.00 12.00 288 750 3,456 12.00 12.00 288 750 3,456 12.00 12.00 288 750 2,518 10.33 10.33 244 750 5,036 8+7 15.0 336 750 2,518 4+4 8.0 315 750 3,473 10.67 +6.67 +4+5. 75 27.09 128 750 3,473 11.5+5.83 17.50 198 750 1,788 5+12 17.00 105 750 3,456 8.0 8.0 432 750 2,575 2.83+2.83, Vs*8/2.83 5.66 455 750 3,553 1 0.33+6.33+3.67 20.33 175 750 3,553 6.67+4+5.67 16.3 218 MOONLIGHT-NAVARRA 1 O.XLS O.T. S.P. Type 3,187 2 3,022 1 2,194 1 2,592 1 2,592 1 2,592 1 2,592 1 2,194 1 3,022 1 2,833 1 1,154 1 1,786 1 946 1 3,888 ,... c. 4,094 2 1,573 1 1,958 1 Hold Downs Grid MST48 A MST48 B MST48 c MST48 s MST48 T MST48 u MST48 v MST48 w MST48 X MST48 y MST37 1 MST37 5 N.R. 16 MST60 17 MST60 18 MST37 19 MST37 21 7/15/2014 u ....... v ....... ....... 0 H) N ~ Grid Abase Adepth Vs P.H. Oe A 21 28 7.55 9 2,219 B 42 32 7.55 9 5,073 c 21 32 7.55 9 2,536 s 39 30 7.55 9 4,416 T 39 30 7.55 9 4,416 u 39 30 7.55 9 4,416 v 39 30 7.55 9 4,416 w 21 32 7.55 9 2,536 X 42 32 7.55 9 5,073 y 21 28 7.55 9 2,219 1 19 42 7.55 9 3,012 3 28 42 7.55 9 4,439 5 14 42 7.55 9 2,219 16 15 39 7.55 9 2,208 17 30 39 7.55 9 4,416 18 15 39 7.55 9 2,208 19 14 42 7.55 9 2,219 20 28 42 7.55 9 4,439 21 19 42 7.55 9 3,012 SUMMARY OF LATERAL DESIGN w Eh+Ev S.P. Lengths T.L. Unit Shear (v.) O.T. FIRST FLOOR of TWO STORIES [UNITS 1 & 8-10] 250 2,259 6+5 11.0 205 1,848 250 5,113 20.0 20.0 256 2,301 250 2,576 10.33 10.33 249 2,245 250 4,456 12.00 12.00 371 3,342 250 4,456 12.00 12.00 371 3,342 250 4,456 12.00 12.00 371 3,342 250 4,456 12.00 12.00 371 3,342 250 2,576 10.33 10.33 249 2,245 250 5,113 20.0 20.0 256 2,301 250 2,259 6+5.67 +3+2.83 17.5 129 1,162 250 3,052 6.7 6.7 458 4,118 250 4,479 12.0 12.0 373 3,359 250 2,259 10.25+6+5 21.25 106 957 250 2,248 7+3+3 13.0 173 1,556 250 4,456 12.0 12.0 371 3,342 250 2,248 SIMPSON STRONGWALL (PFC-5485, ER-2207) 250 2,259 11.5+5+6+5 27.5 82 739 250 4,479 12.0 12.0 373 3,359 250 3,052 6.0 6.0 509 4,578 MOONLIGHT-NAVARRA 1 D.XLS S.P. Type Hold Downs Grid 1 HDU2 A 1 HDU2 B 1 HDU2 c 2 HDU4 s 2 HDU4 T 2 HDU4 u ! 2 HDU4 v 1 HDU2 w 1 HDU2 X 1 N.R. y 2 HDU4 1 2 HDU4 3 I 1 N.R. 5 1 HDU2 16 I 2 HDU4 17 2-SW22x8x4 18 1 N.R. 19 2 HDU4 20 2 HDU5 21 7/15/2014 u ....... ~ ....... N 0 Hj N ..j::,. RES STRUCT PE Tony Hranek thranek@yahoo.com Project Title: Engineer: AJ HRANEK Project Oeser: Project ID: Dl, 13 of24 Printed: 7 J:.JL 2014, 10:01PM Concrete Beam File= C:\Users\TONYHR-1\Dropbox\RESSTR:-1\FIRELI:-1104-ENE-1\MOONLI-1.EC6'. ENERCALC, INC: .1983-2014, Build:6.14.1.28, Ver:6.14.1.28 Description : 18"x24" Footing CODE REFERENCES Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2012 Material, Properties rc = 2.50 ksi <1> Phi Values Flexure: fr= rc112 • 7.50 = 375.0 psi Shear: \jJ Density = 145.0 pcf ~1 = A LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy -Stirrups 0.90 0.750 0.850 40.0 ksi fy -Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 E -Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup= 2 Load Combination IBC 2012 .5 " "' -----jr=~-=========~========0=:,=.3=8=\ L=rj=.3=l=-L(0~.3=2=) =='=======.===========,..-------~. x 18"wx24"h ( ' 6 Span~12.0 ft Cross Se_ction & Reinforcing Details Rectangular Section, Width= 18.0 in, Height= 24.0 in Span #1 Reinforcing .... 2-#5 at 3.0 in from Bottom, from 0.0 to 12.0 ft in this span 2-#5 at 3.0 in from Top, from 0.0 to 12.0 1l in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 1.380, Lr = 0.30, L = 0.320 k/ft, Tributary Width= 1.0 ft DESIGN SUMMARY... .._I .. G!1!ltttJ(!!I·~Ji~f~~lCil __ •• •-Maximum Bending Stress Ratio-· ---------o:S8S:-1~-Maximurr1Deftection ___________ _ Section used for this span Typical Section Max Downward L+lr+S Deflection Mu :Applied 41.724 k-ft Max Upward L+Lr+S Deflection Mn • Phi: Allowable 60.668 k-ft Max Downward Total Deflection Max Upward Total Deflection Load Combination Location of maximum on span Span # where maximum occurs +1.20D+0.50Lr+1.60L +1.60H 6.000ft Span# 1 Vertical Reactions · Unfactored Load Combination Overall MAXimum Overall MINimum DOnly L Only LrOnly L+Lr D+Lr D+L D+L+Lr Shear Stirrup Requirements Support 1 12.000 1.800 8.280 1.920 1.800 3.720 10.080 10.200 12.000 Support2 12.000 1.800 8.280 1.920 1.800 3.720 10.080 10.200 12.000 Support notation : Far left is #1 Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs =Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations 0.004 in 0.000 in 0.014 in 0.000 in Ratio= RatiO= RatiO= Ratio= 32258 0<360 . 9999 999 RES STRUCT PE Tony Hranek thranek@yahoo.com Pole Footing Embedded in Soil Description : 24 kip w/2 kilt@ 12' o.c. piers Code References Calculations per IBC 2006 1805.7.2, CBC 2007, ASCE 7-05 Load Combinations Used: IBC 2012 General Information Pole Footing Shape Footing Diameter ............. . Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ................. . Max Passive ................. . Controlling Values Governing Load Combination: +D+H Lateral Load Moment NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable Footing Base Area Maximum Soil Pressure Applied Loads Lateral Concentrated Load D: Dead Load Lr : Roof Live L: Live S: Snow W:Wind E : Earthquake H : Lateral Earth Load distance above ground surface +D+H +D+L+H +D+Lr+H +D+S+H +D+O. 750Lr+O. 750L +H +D+O. 750L +0. 750S+H +D+0.60W+H +D+0.70E+H 8.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 00 k 0.0 ft +D+0.750Lr+0.750L+0.450W+H Circular 32.0 in 250.0 pel 250.0 psf 1.0 k 0.50 k-ft 250.0 psf 250.0 psf 5.585 ftA2 3.964 ksf Lateral Distributed Load 1.0 kilt 0.0 k/ft 0.0 k/ft 0.0 k/ft 0.0 k/ft 0.0 k/ft 00 klft TOP of Load above ground surface 1.0 ft BOTTOM of Load above ground surface 00 ft 1.000 0.500 1.000 0.500 1.000 0.500 1.000 0.500 1.000 0.500 1.000 0.500 1.000 0.500 1.000 0.500 1.000 0.500 Project Title: Engineer: AJ HRANEK Project Oeser: Project 10: D1, 14 of24 Printed· 7 JUL 2014. 9:54PM File 7 C:\Users\TONYHR-:1\Dropbox\RESSTR-1\FIRElhJ\04-ENE-1\MOONLH .EC6 . . ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver:6.14128. FP-1 D1stnbutedlrod 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Soil Surtace 0 Footing i)iamater "'2'~8" 250.0 250.0 250.0 250.0 250.0 250.0 250.0 250.0 250.0 Vertical Load 16.560 k 3.60 k 3.840 k 0.0 k 0.0 k 0.0 k 0 0 k 250.0 250.0 250.0 250.0 250.0 1.000 1.000 1.000 1.000 1.000 RES STRUCT PE Tony Hranek thranek@yahoo.com Pole Footing Embedded in Soil Description : 20 kip WI 2 k/ft@ 10' O.C. piers FP-2 Code References Calculations per IBC 2006 1805.7.2, CBC 2007, ASCE 7-05 Load Combinations Used: IBC 2012 Genera/Information Pole Footing Shape Footing Diameter ............. . Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ................. . Max Passive ................. . Controlling Values Governing Load Combination : +D+H Lateral Load Moment NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable Footing Base Area Maximum Soil Pressure Applied Loads Lateral Concentrated Load D: Dead Load Lr : Roof Live L: Live S: Snow W:Wind E : Earthquake H : Lateral Earth Load distance above ground surface +D+H +D+L+H +D+Lr+H +D+S+H +D+O. 750Lr+O. 750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H 8.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 ft +D+0.750Lr+0.750L+0.450W+H Circular 30.0 in 250.0 pcf 250.0 psf 1.0 k 0.50 k-ft 249.343 psf 250.0 psf 4 909ft'2 3.759 ksf Lateral Distributed Load 1.0 kilt 0.0 k/ft 0.0 kilt 0 0 kilt 0.0 kilt 0.0 kilt 0.0 k/ft TOP of Load above ground surface 1.0 lt BOTTOM of Load above ground surface 0.0 lt 1.000 0.500 1.000 0.500 1.000 0.500 1.000 0.500 1.000 0.500 1.000 0.500 1.000 0.500 1.000 0.500 1.000 0.500 Project Title: Engineer: AJ HRANEK ProJect Oeser: Project ID: Dl, 15 of24 ''nnied· 7 JU<-2014. 9:59PM File =C:\Users\TONYHR~1\Dropbox\RESSTR-1\FIREL1~1\04-ENE~1\MOONLI-'1:EC6 Distributed load 4.25 4.25 4.25 4.25 4.25 4.25 4.25 4.25 4.25 ENERCALC,INC. 1983-2014. Build:6M.L28. Ver:6.1,t1.28. Soil Surface Foot~! Diameter = 2'-6" 249.3 249.3 249.3 249.3 249.3 249.3 249.3 249.3 249.3 Vertical Load 13.80 k 3.0 k 3.20 k 0.0 k 0.0 k 0.0 k 0.0 k 250.0 250.0 250.0 250.0 250.0 1.000 1.000 1.000 1.000 1.000 RES STRUCT PE Tony Hranek thranek@yahoo.com Pole Footing Embedded in Soil Description : 17 kip w/2 kilt @ 8'6 o.c. piers FP-3 Code References Calculations per IBC 2006 1805.7.2, CBC 2007, ASCE 7-05 Load Combinations Used: IBC 2012 General Information Pole Footing Shape Footing Diameter ............. . Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ................. . Max Passive ................. . Controlling Values Governing Load Combination : +D+H Lateral Load Moment NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable Footing Base Area Maximum Soil Pressure Applied Loads Lateral Concentrated Load D: Dead Load Lr : Roof Live L: Live S: Snow W:Wind E : Earthquake H : Lateral Earth Load distance above ground surface +D+H +D+L+H +D+Lr+H +D+S+H +D+O. 750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H 8.0 k 0.0 k 0.0 k 0.0 k 00 k 0.0 k 00 k 0.0 ft +0+0. 750Lr+O. 750L +0.450W+H Circular 27.0 in 250.0 pel 300.0 psf 1.0 k 0.50 k-lt 300.0 psf 300.0 psf 3.976ft'2 3.944 ksf Lateral Distributed Load 1.0 klft 0.0 klft 0.0 kilt 0.0 kilt 0.0 klft 0.0 klft 0.0 kilt TOP of Load above ground surface 1.0 ft BOTTOM of Load above ground surface 0.0 lt 1.000 0.500 1.000 0.500 1.000 0.500 1.000 0.500 1.000 0.500 1.000 0.500 1.000 0.500 1.000 0.500 1.000 0.500 Project Title: Engineer: AJ HRANEK ProJect Oeser: Project ID: Dl, 16 of24 Printed: 8 JUL 2014. 5:59PM File= C:\Users\TONYHFH\Dropbox\RESSTR-1\FIRELI-1\04-ENE"'1\MOONLH.EC6 ENERCAlC, INC: t983-2014, Build:6:14.1.28; Ver:6.14.1.28 4.00 300.0 4.00 300.0 4.00 300.0 4.00 300.0 4.00 300.0 4.00 300.0 4.00 300.0 4.00 300.0 4.00 300.0 Vertical Load 11.730 k 2.550 k 2.720 k 00 k 0.0 k 0.0 k 0.0 k 300.0 300.0 300.0 300.0 300.0 1.000 1.000 1.000 1.000 Dl, 17 of24 Use menu item Settings > Printing & Title Block to set these five lines of information tor your program. Title 9'4: Job # Navarra Description .... Page: __ Dsgnr: AJH Date: 8 J UL 2014 Dl, 18 of24 This Wall in File: c:\Users\Tony Hranek\Dropbox\Res Struct\FIRE RetainPro 10 (c) 1987·2014, Build 10.14.7.2 License : KW-0605681 o License To: RES STRUCT P.E. Cantilevered Retaining Wall Design ,I c.r.ite.r.ia--------~~~~~~~· I Soil Data • Retained Height Wall height above soil Slope Behind Wall Height of Soil overT oe Water height over heel I Surcharge Loads 9.33 ft 0.50 ft 0.00:1 O.OOin 0.0 ft Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge OverT oe 165.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load 500.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity 12.0 in I Earth Pressure Seismic Load Multiplier Used = 1.000 (Multiplier used on soil density) I I I Allow Soil Bearing 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingiiSoil Friction Soil height to ignore for passive pressure 250. o psf 1ft 115.00 pcf 0.00 pet 0.350 o.oo in I Lateral Load Applied to Stem I Lateral Load 0.0 #Itt ... Height to Top 0.00 ft ... Height to Bottom 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem 0.0 psf Uniform Seismic Force 9.330 Total Seismic Force 101.044 :ode: CBC 201 O,ACI 318-08,ACI 530-08 1 Load A en oo ng Load o.o bs Footing Width 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type Square Footing Base Above/Below Soil at Back of Wall 0.0 ft Poisson's Ratio 0.300 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title 9'4: Page: __ Job # Navarra Dsgnr: AJH Date: 8JUL2014 Description .... Dl, 19 of24 This Wall in File: c:\Users\Tony Hranek\Dropbox\Res Struct\FIRE RetainPro 10 (c) 1987-2014, Build 10.14.7.2 License : KW-0605681.J:! License To : RES STRUCT P.E. Cantilevered Retaining Wall Design :ode: CBC 2010,ACI318-08,ACI530-08 I Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 1.53 OK 1.64 OK 3,691 lbs 16.49 in Soil Pressure@ Toe 2,187 psi OK Soil Pressure @ Heel 0 psi OK Allowable 2,500 psi Soil Pressure Less Than Allowable ACI Factored@ Toe 2,624 psi ACI Factored@ Heel o psi Footing Shear@ Toe 13.2 psi OK Footing Shear@ Heel 0.0 psi OK Allowable 82.2 psi Sliding Cales (Vertical Component Used) Lateral Sliding Force 2,123.3 lbs less 100% Passive Force • 2,189.1 lbs less 100% Friction Force • 1,292.0 lbs Added Force Req'd .... for 1.5 : 1 Stability Load Factors Building Code Dead Load Live Load Earth, H Wind.W Seismic, E 0.0 lbs OK 0.0 lbs OK CBC 201 O,ACI 1.200 1.600 1.600 1.600 1.000 I Footing Dimensions & Strengths I Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 4.00 It 1.00 5.00 18.00 in 12.00 in 15.00 in 3.00 It f'c = 3,000 psi Fy = 60,000 psi 150.00pcf 0.0018 Footing Concrete Density Min. As% Cover@ Top 2.00 @ Btm.= 3.00 in Stem Construction I Top Stem ,. __________ ._ Stem OK Design Height Above Ftg It= 0.00 Wall Material Above "Ht" Masonry Thickness 12.00 Rebar Size # 5 Rebar Spacing 8.00 Rebar Placed at Edge Design Data lb/FB + fa/Fa 0.914 Total Force @ Section lbs = 1 ,584.3 Moment....Actual It-#= 5,521.9 Moment... .. AIIowable 6,255.4 Shear. .... Actual Shear ..... AIIowable Wall Weight psi= psi= Rebar Depth 'd' in= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 14.7 44.7 124.0 9.00 45.00 6.00 Hook embedment reduced by stress ratio Masonry Data ----------'-------~---------- I'm Fs Solid Grouting Modular Ratio 'n' psi= psi= 2,000 20,000 Yes 16.11 1.000 Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method in= 11.60 Medium Weight ASD Concrete Data f'c Fy psi= psi= Footing Design Results II ....!.QL ~ Factored Pressure 2,624 Mu' : Upward 80 Mu' : Downward 17 Mu: Design 63 Actuai1-Way Shear 13.18 Allow 1-WayShear 82.16 Toe Reinforcing # 5@ 16.00 in Heel Reinforcing None Spec'd Key Reinforcing # 4 @ 8.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr o psi 0 It-# 0 It-# 0 It-# 0.00 psi o.oo psi Key: #4@ 9.51 in, #5@ 14.60 in, #6@ 20.62 in, #7@ 28.03 in, Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title 9'4: Page: __ Job # Navarra Dsgnr: AJH Date: 8 JUL 2014 Description .... Dl, 20 of24 This Wall in File: c:\Users\Tony Hranek\Dropbox\Res Struct\FIRE RetainPro 10 (c) 1987-2014, Build 10.14.7.2 License : KW-06056810 License To: RES STRUCT P.E. Cantilevered Retaining Wall Design :ode: CBC 2010,ACI318-08,ACI530-08 I Summary of Overturning & Resisting Forces & Moments •••.. OVERTURNING ..... .. ... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure 2,052.6 3.61 7,409.7 Soil Over Heel 5.00 Surcharge over Heel Surcharge OverT oe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil Seismic Earth Load Total 70.7 6.50 2,123.3 O.T.M. Resisting/Overturning Ratio 1.53 459.6 7,869.3 Vert. component of active S.P. used for Overturning Resistance. If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem 500.0 3.50 1,750.0 * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe 660.0 2.00 1,320.0 Stem Weight(s) 1,218.9 4.50 5,485.1 Earth@ Stem Transitions = Footing Weight 1,125.0 2.50 2,812.5 Key Weight 187.5 3.50 656.3 Total= 3,691.4 lb:; R.M.= 12,023.9 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure caleulation. 12.in Mas w/ #5@ 24.in ole Solid Grout Speciallnsp #5@16.in@Toe Designer select 2'-0" -all horiz. rein!. ..... See Appendix A " .... 3'-0" -- Dl, 21 of24 , .. I 5'-10" 5'-4" 1'-0" 3" ' .... 1 '-0" ... -"" - Use menu item Settings> Printing & Title Block to set these five lines of information Dl, 22 of24 Title : 10'-4" RET Page: __ Job# : MNL T-VLC Dsgnr: AJH Date: 26 FEB 2014 for your program. RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW-06056810 License To: RES STRUCT P.E. I Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel Surcharge Loads 10.50 ft 0.67 ft 0.00: 1 6.00 in 0.0 ft Surcharge Over eel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf NOT Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load Axial Live Load Axial Load Eccentricity 3,000.0 lbs o.o lbs 0.0 in Descr:2000 ASBP, 35 EFP, 25 SEISMIC, 250 PP, 0.35 COF n File: C:\Users\Tony Hranek\Dropbox\Res Struct\FIRELIGHT folder Cantilevered Retaining Wall Design ~ode: CBC 201 o,ACI 318-0S,ACI 530-08 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingiiSoil Friction Soil height to ignore for passive pressure 250.0 psf/ft 117.00 pcf o.oo pcf 0.350 6.00 in I Lateral Load Applied to Stem Lateral Load ... Height to To(: ... Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = Uniform Seismic Force Total Seismic Force 0.0 #/It 0.00 ft 0.00 It 1.00 0.0 psf 21.000 257.250 Poisson's Ratio Line Load 0.0 It 0.300 ~I s.t.e.m_wlllllelllliliiiglllllhlllllt .s.e.islllllmlllllilllllciiiiiLIIIIIollllllallllld __ ... Fp I wp Weight Multiplier 0.250 g Added seismic base1 force 247.31bs Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Dl, 23 of24 Title : 10'-4" RET Page: __ Job# : MNL T-VLC Dsgnr: AJH Date: 26 FEB 2014 Descr:2000 ASBP, 35 EFP, 25 SEISMIC, 250 PP, 0.35 COF n File: C:\Users\Tony Hranek\Dropbox\Res Struct\FIRELIGHT folder RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06056810 License To :RES STRUCT P.E. Cantilevered Retaining Wall Design ~ode: esc 2010,ACI318-08,ACI 530-08 Stem Construction Top Stem 2nd Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 1.99 OK 1.56 OK 6,179 lbs 6.23 in Soil Pressure @ Toe 1, 760 psf OK Soil Pressure @ Heel 487 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,111 psf ACI Factored@ Heel 585 psf Footing Shear @ Toe 23.1 psi OK Footing Shear@ Heel 0.0 psi OK Allowable 75.0 psi Sliding Cales (Vertical Component Used) Lateral Sliding Force = 3,053.5 lbs less 1 00% Passive Force = -2,594.6 lbs less 100% Friction Force = • 2,162.6 lbs Added Force Req'd 0.0 lbs OK .... for 1.5 : 1 Stability o.o lbs OK Load Factors ------------- Building Code Dead Load Live Load Earth,H Wind, W Seismic, E CBC 201 O,ACI 1.200 1.600 1.600 1.600 1.000 I Footing Dimensions & Strengths p Toe Width 4.50 It Heel Width 1.00 Total Footing Width 5.50 Footing Thickness 21.00 in Key Width 12.00 in Key Depth 28.00 in Key Distance from Toe 4.50 ft f'c = 2,500psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Stem OK Stem OK Design Height Above Ftg ft= 4.67 0.00 Wall Material Above "Ht" Masonry Masonry Thickness 12.00 12.00 Rebar Size # 5 # 6 Rebar Spacing 8.00 8.00 Rebar Placed at Center Edge Design Data fb/FB + fa/Fa 0.590 0.992 Total Force@ Section lbS= 786.3 2,331.1 Moment....Actual ft-#= 1,873.5 8,944.5 Moment.. ... AIIowable ft-# = 3,538.2 9,705.6 Shear ..... Actual psi= 11.4 21.6 Shear. .... Allowable psi= 44.7 50.0 Wall Weight psf= 124.0 124.0 Rebar Depth 'd' in= 5.75 9.00 LAP SPLICE IF ABOVE in= 30.00 54.00 LAP SPLICE IF BELOW in= 30.00 HOOK EMBED INTO FTG in= 9.00 Masonry Data Hook embedment reduced by stress ratio I'm psi= 2,000 2,500 Fs psi= 24,000 24,000 Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. in= Masonry Block Type Masonry Design Method Concrete Data f'c psi= Fy psi= Footing Design Results -l2L Factored Pressure 2,111 Mu' : Upward 65 Mu' : Downward 12 Mu: Design 53 Actual 1-Way Shear 23.11 Allow 1-Way Shear 75.00 Yes n/a 16.11 1.000 11.60 Medium Weight ASD ~ 585 psf 0 ft-# 0 ft-# 0 ft-# o.oo psi o.oo psi Toe Reinforcing # 5 @ 12.00 in Heel Reinforcing # 6 @ 8.00 in Key Reinforcing # 5 @ 12.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Yes No 12.89 1.000 11.60 Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in, Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Dl, 24 of24 Title : 10'-4" RET Page: __ Job# : MNL T-VLC Dsgnr: AJH Date: 26 FEB 2014 Oeser: 2000 ASBP, 35 EFP, 25 SEISMIC, 250 PP, 0.35 COF n File: C:\Users\Tony Hranek\Dropbox\Res Struct\FIRELIGHT folder RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06056810 License To : RES STRUCT P.E. Cantilevered Retaining Wall Design ~ode: CBC 2010,ACI318-0B,ACI 53o-os of Overturnin ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load 2,626.1 4.08 10,723.2 Load @ Stem Above Soil = Seismic Earth Load Seismic Stem Self Wt 180.1 7.35 247.3 7.34 ------ Total 3,053.5 O.T.M. 1,323.6 1,814.2 13,861.0 Resisting/Overturning Ratio 1.99 Vert. component of active S.P. used for Overturning Resistance. If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. DESIGNER NOTES: Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth@ Stem Transitions= Footing Weight Key Weight .. ... RESISTING ..... Force Distance lbs ft 5.50 3,000.0 5.00 1,385.1 1,443.8 350.0 2.25 5.00 2.75 5.00 Moment ft-# 15,000.0 6,925.4 3,970.3 1,750.0 Total= 6,178.8 lbs R.M.= 27,645.7 * Axial live load NOT included in total displayed! or used for overturning resistance, but is included for soil pressure ca culation. 604 SILVER B1ERRY PLAC1E, ENCifNITAS, CA. 92024 760.4Jl5.3611 THRANIEK@YAHOO.COM NOVEMBER 17,2013 STRUCTURAL CALCULATIONS FOR COASTAL LIVING NAVARRA -10 DESCRIPTION: NAVARRA DRIVE-10 UNITS CARLSBAD, CA. 92009 CITY OF CARLSBAD DESIGNER: MOONLIGHT DESIGNS 2710 LOKER AVE WEST, STE 210 CARLSBAD, CA. 92010 (760) 533-7975 1 OF 28 11/17/2013 ?\ A~lfHONY J. HRANEK C(t1~i8 EXP. 6-30-15 DATE I. DESIGN CRITERIA 2 OF 1) REFERENCES: 2010 CALIFORNIA BUILDING CODE 2009 INTERNATIONAL RESIDENTIAL CODE 2) LOADING -ROOF DEAD LOADS L.L.=20 PSF, D.L=SEE 'DEAD LOAD' SHINGLE (5) CONCRETE (14) 14 DBL BRL CLAY (19) -FLOOR l.L=40 PSF, D.l.=1 0 PSF 3) SEISMIC I WIND -WIND SEE PART Ill -SEISMIC (ZONE 4) SEE PART Ill 4) TIMBER* -REPETITIVE D.F. #2 (OR AS NOTED) -BEAMS/SINGLE: D. F. #1 (OR AS NOTED) -GLULAMS COMB 22F-V4 (OR AS NOTED) SHEATHING JOISTS CEILING MISC. TOTAL -MICROLAM/PARALAM BY TRUS JOIST MacMILLAN (M.L./P.L.) * Equivalent product per page 3 'Material Design Properties' may be substituted if desired. 5) CONCRETE 2500 PSI@ 28 DAYS, U.O.N. 6) SOILS SOILS REPORT BY ECS& T: 1 OJAN2013, #12-1147G1 ASBP = 2000 PSF, U.N.O. 7) MASONRY WALLS, U.O.N. -F'm = 1500 PSI -Fs = 24000 PSI -N = 25.8 -HALF STRESS DESIGN -SOLID GROUT -NO SPECIAL INSPECTION 8) STEEL STRUCTURAL STEEL PER ASTM A992 (W) & A572 (TS) FABRICATED & ERECTED PER ATSC SPECS 9) BOLTS UNLESS OTHERWISE NOTED, ASTM: A307 10) WELDING PER AWS D1.1-77, E70XX ELECTRODES MOONLIGHT-NAVARRA 10 2 3 2.5 2.5 24 11/12/2013 II. VERTICAL ANALYSIS Conventional framing per 201 0 CBC Trusses Calc's & Supplied by others, as applies ROOF DIAPHRAGM: (Min. Req.) 1/2" COX Plywood (32/16), ST. II E.N.& B.N. 8d@ 6" o.c. F.N. 8d@ 12" o.c. FLOOR DIAPHRAGM: 5/8" T&G Plywood (32/16), ST. II (Min. Req.) E.N.& B.N. 8d@ 6" o.c. F.N. 8d@ 1 0" o.c. 'SUMMARY OF VERTICAL DESIGN' CONFORMS TO THE FOLLOWING FORMULAS V, M, & Deflection: Determined by the standards set by the American Institute of Steel Construction Publication, pgs. 2-198 through 2-211. Formulas used in accordance with these standards are as follows: A req'd = S req'd = I req'd = 1.5 v Fv Dx(20.33*) L ft I req'd = Deflectionmax El (1728)(240) (1700*)(12) L L < 240 * Douglas Fir requirements: Conversion of required properties for alternate material. See below for factors a lied to D.F. s readsheet APPLIED TO 'SUMMARY OF VERTICAL DESIGN' 3 OF MATERIAL DESIGN PROPERTIES: D.F. A, 5, I CONVER:SION FACTORS D.F. #1 PARALAM MICROLAM GLULAM STEEL F v Fb E (1 03) A S I 95 1300 1700 1 1 1 290 2600 2000 1/3 1/2 1/1.17 285 2600 1900 1/3 1/2 1 /1 .11 270 2800 2100 1/2.8 1/2 1/1.23 14500 24000 29000 1/152 1/18 1/17 NOTE: ALL VALUES ARE PSI MOONLIGHT-NAVARRA 11/12/2013 BEAM LOADING W RF 45 W FLR 50 WOK 50 POINT LOAD DATA REACTIONS BMID BM L WTRI8 W PSF W TRIB W PSF WTRIB W PSF WTOT P PSF P Length P Total P source P location R1 R2 .. C81 I 12 17 765 0 0 765 180 11 1980 H.T. 4 5,910 5,250 DJ1 16 0 0 1.33 66.5 66.5 0 532 532 .081 6 ENERCALC: 5' w/ 1' CANTILEVER 2 100 200 200 7 1400 DKBM 6 200 2,400 DB2 4 0 0 2 100 100 200 10 2000 STAIRS 2 1,200 1,200 ...• .083 7 0 0 2 100 100 5200 F89 2 4,760 2,540 084 12 ENERCALC: 7' w/ 5' CANTILEVER 3 150 150 150 3 450 DK8M 12 -60 2,310 . 085 •. 9 ENERCALC: 6' w/ 3' CANTILEVER 2 100 100 150 3 450 DKBM 9 0 1,350 086 16 0 0 3 150 150 0 1,200 1,200 F81 15 15 675 0 6 300 975 0 7,313 7,313 FB2 12 0 13 650 0 650 0 3,900 3,900 FB3 14 0 13 650 0 650 0 4,550 4,550 F84 20 0 11 550 0 550 0 5,500 5,500 FB5 14 9 405 5 250 0 655 0 4,585 4,585 FB6 ... 17 0 4 200 0 200 P1@11.5=3900 (FB2), P2@14=4600 (F83 #VALUE! #VALUE! FB7 17 16 720 2 100 0 820 6,970 6,970 FB8 20 6 270 2 100 5 250 620 6,200 6,200 F89 16 0 0 13 650 650 5,200 5,200 FB1o·. 20 0 7.5 375 0 375 4064 D83,R1 4 7,000 4,560 FB11 13 17 765 9 450 0 1215 7,898 7,898 --- MOONLIGHT-NAVARRA 10 11/17/2013 BEAM LOADING W RF 45 W FLR 50 W DK 50 POINT LOAD DATA REACTIONS i I BMID BM L WTRIB W PSF WTRIB W PSF W TRIBl W PSF WTOT P PSF P Length P Total P source P location R1 R2 ~ FB12 20 0 11.5 575 0 575 5,750 5,750 FB13A 16 W1=12@50=600 [0-9], W2=17@(45+50)=1615 [9-16] 5250 CB1, R2 9 8,650 13,300 FB13B 17 0 2 100 0 100 8650 FB13A, R1 14 2,376 7,974 FB14 12 0 5 250 0 250 1,500 1,500 FB15 20 0 4 200 0 200 2,000 2,000 FB16 12 0 15 750 0 750 4,500 4,500 FB17 15 16 720 0 0 720 5,400 5,400 FB18 20 0 2 100 0 100 7898 FB11 13 3,764 6,134 i' FBt9' 20 0 2 100 0 100 5750 FB12 6 5,025 2,725 H1 10 15 675 0 0 675 3,375 3,375 H2 13 0 11 550 0 550 3,575 3,575 H3 16 0 0 4 200 200 1,600 1,600 H4 6 15 675 9 450 0 1125 3,375 3,375 H5 16 0 0 4 200 200 1,600 1,600 H6 13 13 585 0 0 585 3,803 3,803 H7 16 13 585 3.5 175 4 200 960 7,680 7,680 H8 16 0 4 200 0 200 1,600 1,600 H9 16 2 90 5 250 0 340 2,720 2,720 H10 16 2 90 5 250 0 340 2,720 2,720 -~------ MOONLIGHT-NAVARRA 10 11/17/2013 TONY HRANEK RES STRUCT POB 1363 SOL BCH, CA. 92075 thranek@yahoo.com Project Title: Engineer: AJ HRANEK Project Oeser: Project ID: Printed: 13 ~JOV 2013, 9:47AM Woocl Beam. File =~llpsf\home\Docume~ts\FIRELlTE\03.3-ENERCALC\moonlight:navarra.ec6 ~ ENERCALC, INC. 1983-2013, Build:6.13.8.31, :ver:6.13.8.31 Description : CB1 CODE REFERENCES Calculations per NOS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: 2006 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb-Tension Fb-Compr Fe-Prll 3100 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Boise Cascade Fe-Perp : Versa Lam 31 00 Fv Ft : Beam is Fully Braced against lateral-torsion buckling 0(1.98) 5.25x11.25 Span = 12.0 ft 3100 psi Ebend-xx 2000ksi 3000 psi Eminbend -xx 2000ksi 750 psi 285 psi 2100 psi Density 32.21 pcf Applied Loads~: Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.7650 , Tributary Width= 1.0 ft Point Load : D = 1.980 k @ 4.0 ft DESIGN SUMM"-';4"-.-'.RY_,___~--~- 1 Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.630 1 5.25x11.25 1 ,952.06psi 3,100.00psi D Only 5.124 ft Span# 1 Maximum Shear Stress Ratio Section used for this span tv: Actual 0.000 in Ratio = 0.000 in Ratio = 0.373 in Ratio = 0.000 in Ratio= Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 0<360 0 <360 385 0 <240 Maximum Forces & Stresses for Load Combinations 0.464: 1 5.25x11.25 132.23 psi 285.00 psi D Only 0.000 ft Span# 1 Max Stress Ratios ------------------------~--~~--------------~--~-----Moment Values Shear Values Load Combination Segment Length Span# M v cd C FN Ci Cr Cm c t CL DOnly Length = 12.0 ft 1 0.630 0.464 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span DOnly Vertical Reactions· Unfactored Load Combination Overall MAXimum DOnly Support 1 5.910 5.910 Max. "-" Defl Location in Span Load Combination 0.3731 Support 2 5.250 5.250 5.912 Support notation : Far left is #1 M fb F'b v fv F'v 0.00 0.00 0.00 0.00 18.01 1,952.06 3100.00 5.21 132.23 285.00 TONY HRANEK RES STRUCT POB 1363 SOL BCH, CA. 92075 thranek@yahoo.com Project Title: Engineer: AJ HRANEK Project Descr: Project ID: Printed: 13 NOV 2013. 9:47AM Wood Beam File = \\~sf\home\Documents\FIRELITE\03.3-ENERCALC\moonlight-navarra.ec6: . ENERCALC, INC, 1983-2013, Build:6.13.S.31, Ver:6.13,8.31 ,·· Description: DB1 CODE REFERENCES· Calculations per NOS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : 2006 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb-Tension Fb-Compr Fe-Prll 1,300.0 psi 1,300.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-Larch (North) :No.1 Fe-Perp Fv Ft : Beam is Fully Braced against lateral-torsion buckling Span= 5.0 ft Span = 1.0 ft Ebend-~x 1 ,600.0ksi Eminbend-xx 580.0 ksi Density 31.570pcf Applied Loads Service loads entered. Load Factors wi I be applied for calculations. Loads on all spans ... Uniform Load on ALL spans : D = 0.20 k/ft Load for Span Number 2 Point Load : D = 1.40 k @ 1.0 ft . PI: SIGN 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 L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.231: 1 4x10 360.64psi 1 ,560.00psi D Only 5.000ft Span# 1 0.000 in 0.000 in 0.009 in -0.004 in Maximum.Forces & Stresses for Load Combinations Max Stress Ratios Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs Ratio = 0 <360 Ratio = 0 <360 Ratio= 2632 Ratio = 14082 Moment Values Load Combination Segment Length Span# M V Ci Cr Cm c t CL M fb DOnly Length= 5.0 ft 0.231 0.394 1.00 1.20 1.00 1.00 Length= 1.0 ft 2 0.231 0.394 1.00 1.20 1.00 1.00 Overall Maximum Deflections-Unfactored Loads Load Combination DOnly Span 1 2 Max. "-" Deft Location in Span 0.0000 0.000 0.0091 1.000 1.00 1.00 1.00 1.50 360.64 1.00 1.00 1.00 1.50 360.64 Load Combination D Only = F'b v 0.1)0 0.00 1560.00 1.45 1560.00 0.394: 1 4x10 67.04 psi 170.00 psi D Only 5.000ft Span# 1 Shear Values fv 0.00 F'v 0.00 67.04 170.00 170.00 TONY HRANEK RES STRUCT POB 1363 SOL BCH, CA. 92075 thranek@yahoo.com Project Title: Engineer: AJ HRANEK Project Oeser: Project ID: Printed: 13 NOV2013. 9:47AM Wood Beam File= \lpsf\home\Documents\FIRELITE\03:3-ENERGALG\nioonlight-navarra.ec6 ENERCALG,ING: 1983-2013, Build:£.13.8.31, Ver:£,13.8.31 Description : DB3 CODE REFERENCES Calculations per NOS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: 2006 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb-Tension Fb-Compr Fe-Prll 1,300.0 psi 1,300.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-Larch (North) :No.1 Fe-Perp Fv Ft : Beam is Fully Braced against lateral-torsion buckling Span= 7.0 ft Ebend-xx 1 ,600.0 ksi Eminbend-xx 580.0ksi Density 31.570pcf Applied Loads Service loads entered. Load Factors wi be applied !or calculations. Loads on all spans ... Uniform Load on ALL spans : D = 0.20 k/ft Uniform Load : D = 0.10 , Tributary Width= 1.0 ft Point Load : D = 5.20 k @ 2.0 ft DESIGN Sl/MMARY 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 L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.9941 6x10 1 ,292.36psi 1 ,300.00psi D Only 2.018ft Span# 1 0.000 in 0.000 in 0.105 in 0.000 in Maximum Forces & Stresses for Load Combinations Maximum Shear Stress Ratio Section used for this span fv: Actual Ratio= Ratio= Ratio= Ratio= Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 0 <360 0 <360 798 0 <240 0.766: 1 6x10 130.17 psi 170.00 psi D Only O.OOOft Span# 1 Load Combination Segment Length Max Stress Ratios ------------------------~M~om_e_n~tV~a~lu-es--------------S~h-ea-r~V~al-ue_s __ _ Span# M V M fb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 7.0 It 0.994 0. 766 1.00 1.00 1.00 1.00 1.00 1.00 1.00 8.91 1,292.36 1300.00 4.53 130.17 170.00 Overall Maximum Deflections· Unfactored Loads Load Combination Span Max. "." Defl Location in Span Load Combination DOnly 0.1053 3.219 TONY HRANEK RES STRUCT POB 1363 SOL BCH, CA. 92075 thranek@yahoo.com Project Title: Engineer: AJ HRANEK Project 10: Project Oeser: Printed: 13 NOV 2013, 9:47AM Wood Beam File = \lpstlhome\Documents\FlRELITE\03.3-ENERCflt:C\moonlight"navarra.ec6 .. · ENERCALC, INC:1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Description : DB4 CODE REFERENCES Calculations per NOS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: 2006 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb-Tension Fb-Compr Fe-Prll 1,300.0 psi 1,300.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir -Larch (North) :No.1 Fe-Perp Fv Ft : Beam is Fully Braced against lateral-torsion buckling Ebend-xx 1 ,600.0 ksi Eminbend-xx 580.0ksi Density 31.570pcf §P9:~ = 7.0 tt §pan= 5.0 ft Applied Loads Loads on all spans ... Uniform Load on ALL spans: D = 0.150 klft Load for Span Number 2 Point Load : D = 0.450 k@ 5.0 ft DE$LGNSUMMARY. 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 L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination Max Stress Ratios Segment Length Span# M v DOnly Length = 7.0 ft 0.636 0.296 Length = 5. 0 ft 2 0.636 0.296 cd 1.00 1.00 Service loads entered. Load Factors wi I be applied for calculations. 0.636: 1 4x10 991.76psi 1 ,560.00psi D Only 7.000ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.000 in Ratio= 0.000 in Ratio= 0.317 in Ratio = -0.040 in Ratio= C FN Ci Cr Cm 1.20 1.00 1.00 1.00 1.20 1.00 1.00 1.00 Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 0<360 0 <360 378 2102 c t CL 1.00 1.00 1.00 1.00 Moment Values M fb 4.13 991.76 4.13 991.76 F'b v 0.00 0.00 1560.1JO 1.09 1560.00 0.296: 1 4x10 50.36 psi 170.00 psi D Only 7.000ft Span# 1 Shear Values fv 0.00 F'v 0.00 50.36 170.00 170.00 Overall Maximum Deflections · Unfactored Loads Load Combination D Only Span 1 2 Max. "." Deft Location in Span Load Combination 0.0000 0.000 DOnly 0.3170 5.000 TONY HRANEK RES STRUCT POB 1363 SOL BCH, CA. 92075 thranek@yahoo.com Wood Beam Description : DB5 CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: 2006 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : Douglas Fir-Larch (North} :No.1 Project Title: Engineer: AJ HRANEK Project ID: Project Oeser: Pnnied: 13 ~JOV 2013, 9:47AM File = \\psf\home\Documents\FIRELITE\03.~ENERCALC\moonlight-navarra.ec6 · ENERCALC, INC. 198~2013, Build:6.13.8.31, Ver:6.13.8.31 Fb-Tension Fb-Compr Fe-Prll Fe-Perp Fv Ft 1,300.0 psi 1 ,300.0psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi E : Modulus of Elasticity Ebend-xx 1 ,600.0ksi Eminbend-xx 580.0 ksi 31.570pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Density 0(0.45) 4x10 4x10 Span= 6.0 ft Span= 3.0 ft ''''''''''''''''' '''''''''''''''''''''' Applied Loads Service loads entered. Load Factors wi I be applied for calculations. Loads on all spans ... Uniform Load on ALL spans: D = 0.10 k/ft Load for Span Number 2 Point Load : D = 0.450 k@ 3.0 ft [)~SIGN St!MMABY 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 L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.277. 1 4x10 432.77psi 1 ,560.00psi D Only 6.000ft Span# 1 0.000 in 0.000 in 0.061 in -0.012 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span# where maximum occurs Ratio = 0 <360 Ratio = 0 <360 Ratio= 1 i70 Ratio= 5996 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M v cd C FN Ci Cr DOnly Length = 6.0 ft 0.277 0.184 1.00 1.20 1.00 1.00 Length = 3.0 ft 2 0.277 0.184 1.00 1.20 1.00 1.00 Overall Maximum Deflections· Unfactored Loads Load Combination DOnly Span 1 2 Max. "-" Deft Location in Span 0.0000 0.000 0.0615 3.000 Moment Values Cm c t CL M !b 1.00 1.00 1.00 1.80 432.77 1.00 1.00 1.00 1.80 432.77 Load Combination D Only F'b v O.llO 0.00 1560.00 0.67 1560.00 0.184: 1 4x10 31.25 psi 170.00 psi D Only 6.000ft Span# 1 Shear Values tv 0.00 F'v 0.00 31.25 170.00 170.00 TONY HRANEK RES STRUCT POB 1363 SOL BCH, CA. 92075 thranek@yahoo.com Project Title: Engineer: AJ HRANEK Project ID: Project Oeser: Printed: 14 NOV 2013. 12:16PM Wood Beam File =llpsf\home\DocumentsiFIREl.lJE\03.S:ENERCALC\moonlight-navarra.ec6'· · ENERCALC ING.1983-2013, Build:6.13.8:31, Ver:6,13.8.3f Description : FB6 CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: 2006 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb-Tension Fb-Compr Fe-Prll 3,100.0 psi 3,100.0 psi 3,000.0 psi E : Modulus of Elasticity Wood Species : Boise Cascade Fe-Perp Wood Grade :Versa Lam 3100 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0 5.25x14 Span= 17.0 ft ········································· 750.0 psi 285.0 psi 2,100.0 psi 0(3.9) Ebend-xx 2,000.0ksi Eminbend-xx 2,000.0ksi Density 32.21 Opcf 0(4.6) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.20 , Tributary Width = 1.0 ft Point Load : D = 3.90 k @ 11.50 ft Point Load : D = 4.60 k@ 14.0 ft 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 L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.6811 1 5.25x14 2,108.80psi 3,100.00psi D Only 11.478ft Span# 1 0.000 in 0.000 in 0.576 in 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Maximum Shear Stress Ratio Section used for this span fv: Actual Ratio= Ratio= Ratio= Ratio= Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 0<360 0 <360 354 0 <240 Moment Values Segment Length Span# M v Cd C FN Ci Cr Cm c t CL M fb D Only 1.00 1.00 1.00 1.00 1.00 1.00 Length = 17.0 ft 1 0.680 0.566 1.00 1.00 1.00 1.00 1.00 1.00 1.00 30.14 2,108.80 Overall Maximum Deflections· Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination D Only 1 0.5757 9.182 Vertical Reactions· Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 3.774 8.126 F'b v 0.00 0.00 3100.00 7.90 0.566: 1 5.25x14 161.29 psi 285.00 psi D Only 15.883 ft Span# 1 Shear Values fv 0.00 F'v 0.00 161.29 285.00 TONY HRANEK RES STRUCT POB 1363 SOL BCH, CA. 92075 thranek@yahoo.com Project Title: Engineer: AJ HRANEK Project Oeser: Project ID: Printed: 13 NOV2013. 9:47AM Wood Beam File= \\jJSI\home\Documents\FIREUTE\03.3-ENERCALC\moonlight-navarra.ec6 . ENERCALC, INC; 1983-2013, Build:6.13.8.31, Ver:6:13.8.31 Description: FB10 CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: 2006 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb-Tension Fb-Compr Fe-Prll 3,100.0 psi 3,100.0 psi 3,000.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Boise Cascade :Versa Lam 3100 Fe-Perp Fv Ft : Beam is Fully Braced against lateral-torsion buckling 0(4.064) 0(0.375) 5.25x14 Span = 20.0 ft 750.0 psi 285.0 psi 2,100.0 psi Ebend-xx 2,000.0 ksi Eminbend-xx 2,000.0ksi Density 32.210pcf Applied loads Service loads entered. Load Factors wm be applied tor calculations. Uniform Load : D = 0.3750 , Tributary Width= 1.0 ft Point Load : D = 4.064 k @ 4.0 ft _Q~SIGN 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 L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.627: 1 5.25x14 1 ,942.30 psi 3,100.00psi Maximum Shear Stress Ratio Section used for this span fv: Actual D Only ?.810ft Span# 1 0.000 in Ratio= 0.000 in Ratio = 0.846 in Ratio = 0.000 in Ratio= Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 0 <360 0 <360 283 0 <240 0.472: 1 5.25x14 134.50 psi 285.00 psi D Only 0.000 ft Span# 1 Maximum Forces & Stre.sses for Load Combinations ------------~----.,..,-,----·-----=-~--- Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length= 20.0 ft 1 0.627 0.472 1.00 1.00 1.00 1.00 1.00 1.00 1.00 27.76 1,942.30 3100.00 6.59 134.50 285.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span DOnly 1 Vertical Reactions. Unfactored Load Combination Overall MAXimum D Only Support 1 7.001 7.001 Max."-" Defl 0.8462 Support 2 4.563 4.563 Location in Span Load Combination 9.635 Support notation : Far left is #1 TONY HRANEK RES STRUCT POB 1363 SOL BCH, CA. 92075 thranek@yahoo.com Project Title: Engineer: AJ HRANEK Project ID: Project Descr: Printed: 13 NOV 2013. 9:47AM Wood Beam File= llps1\home\Oocuments\FIRELITE\03.3-ENERCALC\moonlight-riavarra.ec6 . ·.ENERCALC, INC.1983-2013, Build:6.13:8.31, Ver:6.13.8.31 Description: FB13A CODE REFERENCES Calculations per NOS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: 2006 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb-Tension Fb-Compr Fe-Prll 3,100.0psi 3,100.0 psi 3,000.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Boise Cascade :Versa Lam 3100 Fe-Perp Fv Ft : Beam is Fully Braced against lateral-torsion buckling Span= 16.0 ft 750.0 psi 285.0 psi 2,100.0 psi Ebend-xx 2,000.0 ksi Eminbend-xx 2,000.0ksi Density 32.210pcf Applied Loads Service loads entered. Load Factors will be applied !or calculations. Load for Span Number 1 Uniform Load : D = 0.60 k/ft, Extent= 0.0 --» 9.0 ft, Tributary Width= 1.0 ft Uniform Load : D = 1.615 k/ft, Extent= 9.0 --» 16.0 ft, Tributary Width = 1.0 ft Point Load : D = 5.250 k@ 9.0 ft DESIGN $1!MMARY .... 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 L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.906: 1 7x14 2,809.47psi 3,100.00psi DOnly 8.993ft Span# 1 0.000 in 0.000 in 0.705 in 0.000 in Maximum Forces & Stresses for Load Combinations Maximum Shear Stress Ratio Section used for this span fv: Actual Ratio= Ratio= Ratio= Ratio= Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 0<360 0 <360 272 0 <240 0.618: 1 7x14 176.21 psi 285.00 psi D Only 14.891 ft Span# 1 ---------------------------------------------------------Load Combination Segment Length DOnly Span# Max Stress Ratios M V Cd C FN Length= 16.0 ft 1 0.906 0.618 1.00 1.00 Overall Maximum Deflections· Unfactored Loads Ci Cr 1.00 1.00 Load Combination Span Max. "-" Defl Location in Span DOnly 0.7053 8.350 Cm 1.00 Moment Values Shear Values c t CL M fb F'b v fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 53.54 2,809.47 3100.00 11.51 176.21 285.00 Load Combination TONY HRANEK RES STRUCT POB 1363 SOL BCH, CA. 92075 thranek@yahoo.com Project Title: Engineer: AJ HRANEK Project Descr: Project ID: Printed: 13 NOV 2013, 9:47AM Wood Beam File= \\psf\home\Documents\FIRELITE\03.3-ENERCALC\moonlight-navarra.ec!l-· ENERCALC, INC.1983'2013, Build:6.13.8.3'1, Ver:6.13.B.31 Description: FB13B CODE REFERENCES Calculations per NOS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: 2006 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb-Tension Fb-Compr Fe-Prll Wood Species : Boise Cascade Fe-Perp Wood Grade : Versa Lam 31 00 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 5.25x14 Span= 17.0 ft 3,100.0 psi 3,100.0 psi 3,000.0 psi 750.0 psi 285.0 psi 2,100.0 psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 2,000.0ksi Density 0(8 .. 65) I 32.210pcf Service loads entered. Load Factors will be applied for calculations. 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 L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.529. 1 5.25x14 1,639.51 psi 3,1 OO.OOpsi D Only 13.960ft Span# 1 0.000 in Ratio = 0.000 in Ratio= 0.409 in Ratio = 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations 0<360 0 <360 498 0 <240 0.563: 1 5.25x14 160.45 psi 285.00 psi D Only 15.883ft Span# 1 ---------------------------------------------------------- Load Combination Segment Length DOnly Span# Max Stress Ratios M V Length= 17.0 ft 0.529 0.563 1.00 1.00 Overall Maximum Deflections· Unfactored Loads Ci 1.00 Cr Cm c t CL 1.00 1.00 1.00 1.00 Load Combination Span Max. "-" Defl Location in Span Load Combination DOnly Vertical Reactions· Unfactored Load Combination Overall MAXimum DOnly Support 1 2.376 2.376 0.4091 Support 2 7.974 7.974 9.493 Support notation : Far left is #1 Moment Values Shear Values M fb F'b v tv F'v 0.00 0.00 0.00 0.00 23.43 1,639.51 3100.00 7.86 160.45 285.00 TONY HRANEK RES STRUCT POB 1363 SOL BCH, CA. 92075 thranek@yahoo.com Project Title: Engineer: AJ HRANEK Project Descr: Project ID: Printed: 13 NOV 2013, 9:47AM Wood Beam File = \lpst\home\Documents\FIRELITE\03.3-ENERCALC\moonlight-navarra.ec6 ENERCALC, INC. 1983-20i3, Build:£.13.8.31, Ver:6.13.8.31 Description : FB18 CODE REFERENCES Calculations per NOS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: 2006 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb-Tension Fb-Compr Fe-Prll 3,100.0 psi 3,100.0 psi 3,000.0 psi E : Modulus of Elasticity Wood Species : Boise Cascade Fe-Perp Wood Grade :Versa Lam 3100 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.1) 5.25x14 Span = 20.0 ft 750.0 psi 285.0 psi 2,100.0 psi 0(7.9) Ebend-xx 2,000.0ksi Eminbend-xx 2,000.0 ksi Density 32.210pcf Applied loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.10 , Tributary Width= 1.0 ft Point Load: D = 7.90 k@ 13.0 ft ~QESIGN SUMMA.'-"-RY,__~ 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 L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection --~~---------~ 0.914: 1 5.25x14 2,832.21 psi 3,100.00psi Maximum Shear Stress Ratio Section used for this span fv: Actual D Only 12.993ft Span# 1 0.000 in Ratio= 0.000 in Ratio= 0.994 in Ratio= 0.000 in Ratio= Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 0<360 0 <360 241 0 <240 Maximum Forces & Stresses for load Combinations 0.431 : 1 5.25x14 122.97 psi 285.00 psi D Only 18.905 ft Span# 1 Load Combination Segment Length Max Stress Ratios -------------~M~om~e~n~tV~a~lue~s--~-----S~h~ea~r~Va~lu~e-s-~ Span# M V DOnly Length= 20.0 ft 0.914 0.431 1.00 1.00 Overall Maximum Deflections· Unfactored Loads Load Combination Span DOnly 1 Vertical Reactions-Unfactored Load Combination Overall MAXimum DOnly Support 1 3.765 3.765 Max."." Defl 0.9935 Support 2 6.135 6.135 M fb 1.00 1.00 1.00 1.00 1.00 4Q.48 2,832.21 Location in Span Load Combination 10.730 Support notation : Far left is #1 F'b O.IJO 3100.00 v fv F'v 0.00 0.00 0.00 6.03 122.97 285.00 TONY HRANEK RES STRUCT POB 1363 SOL BCH, CA. 92075 thranek@yahoo.com Project Title: Engineer: AJ HRANEK Project Oeser: Project 10: Printed: 13 NOV2D13. 9:47AM Wood Beam File= l\ps1\home\Documents\FIRELITE\03.3-ENERCALC\moonlight.navarra.ec6 . ENERCALC, INC: 1983-2013, Build:6:13.8.31, Ver:6.13.8.31 Description : FB19 CODE REFERENCES Calculations per NOS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: 2006 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb-Tension Fb-Compr Fe-Prll 3,100.0 psi 3,100.0 psi 3,000.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Boise Cascade :Versa Lam 3100 Fe-Perp Fv Ft : Beam is Fully Braced against lateral-torsion buckling 0(5.75) D 0.1 5.25x14 Span = 20.0 ft 750.0 psi 285.0 psi 2,100.0 psi Ebend-xx 2,000.0ksi Eminbend-xx 2,000.0ksi Density 32.210pcf Applied loads Service loads entered. Load Factors wi I be applied for calculations. Uniform Load : D = 0.10 , Tributary Width= 1.0 ft Point Load : D = 5.750 k@ 6.0 ft ~~lf3N SUMMARY.~-------~··~·----· ---··---~~-~-~-~···---~~··· I Maximum Bending Stress Ratio 0.638: 1 Maximum Shear Stress Ratio · Section used for this span 5.25x14 Section used for this span fb : Actual 1 ,979.15 psi fv : Actual FB: Allowable 3,100.00psi Fv: Allowable Load Combination D Only Load Combination Location of maximum on span 5.985ft Location of maximum on span Span #where maximum occurs Span # 1 Span #where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio = 0.000 in Ratio= 0.706 in Ratio= 0.000 in Ratio= 0<360 0 <360 339 0 <240 0.352 : 1 5.25x14 100.32 psi 285.00 psi D Only 0.000 ft Span# 1 Maximum Forces & Stresses for Load Combinations ---------------:-:----,.,--,----------=-~--~ Max Stress Ratios Moment Values Shear Values Load Combination Segment Length Span# M v cd C FN DOnly Length = 20.0 ft 1 0.638 0.352 1.00 1.00 Overall Maximum Deflections· Unfactored Loads Load Combination Span DOnly 1 Vertical Reactions • Unfactored Load Combination Overall MAXimum DOnly Support 1 5.025 5.025 Max."-" Defl 0.7060 Support 2 2.725 2.725 Ci Cr Cm c t CL M fb F'b v fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 28.29 1,979.15 3100.00 4.92 100.32 285.00 Location in Span Load Combination 9.270 Support notation : Far left is #1 SUMMARY OF VERTICAL DESIGN Beam L ( ft )* v ( lb) M ( ft-lb) Dx A (in2) S (in3) I (in4) Min. Sizes (VL31 00, U.O.N.) ALL UNITS I ALL FLOORS CB1 12 5.9 I 5.3 REFER TO ENERCALC BEAM ANALYSIS 5.25x11.25 VL DJ1 16 532 2,128 57 8 20 72 2x12's @ 16' o.c. Rip to Center DB1 6 0.2 I 2.4 REFER TO ENERCALC BEAM ANALYSIS 4x12 DF#1 DB2 4 1,200 2,200 3 19 20 15 4x12 DF#1 DB3 7 4.8 I 2.6 REFER TO ENERCALC BEAM ANALYSIS 6x12 DF#1 DB4 12 -0.6 I 2.3 REFER TO ENERCALC BEAM ANALYSIS 4x12 DF#1 DB5 9 0 I 1.35 REFER TO ENERCALC BEAM ANALYSIS 4x12 DF#1 DB6 16 1,200 4,800 128 19 44 163 6x12 DF#1 FB1 15 7,313 27,422 643 115 253 871 8x12 FB2 12 3,900 11,700 176 62 108 297 3.5x14 VL FB3 14 4,550 15,925 325 72 147 472 3.5x14 VL FB4 20 5,500 27,500 1,146 87 254 1,165 7x14 VL -- ---- *Note: 'L' is for calcs only. Refer to plan for actual lengths. MOONLIGHT-NAVARRA 1 0 11/17/2013 SUMMARY OF VERTICAL DESIGN Beam L ( ft )* v ( lb) M ( ft-lb) Dx A (in2) S (in3) I (in4) Min. Sizes (VL31 00, U.O.N.) FB5 14 4,585 16,048 328 72 148 476 3.5x14 VL FB6 17 3.8/8.2 REFER TO ENERCALC BEAM ANALYSIS 5.25x14 VL FB7 17 6,970 29,623 892 110 273 1,066 5.25x14 VL FB8 20 6,200 31,000 1,292 98 286 1,313 7x14 VL FB9 16 5,200 20,800 555 82 192 705 5.25x14 VL FB10 20 7.0/4.6 REFER TO ENERCALC BEAM ANALYSIS 5.25x14 VL FB11 13 7,898 25,667 452 125 237 707 5.25x14 VL FB12 20 5,750 28,750 1 '198 91 265 1,218 7x14 VL FB13A 16 8.7/13.3 REFER TO ENERCALC BEAM ANALYSIS 7x14 VL FB13B 17 2.4/8.0 REFER TO ENERCALC BEAM ANALYSIS 5.25x14 VL F8i4 i2 i ,500 4,500 68 24 42 ...... A t"\ ~, ..... A \/I I I'+ v.~A l"t V L FB15 20 2,000 10,000 417 32 92 424 3.5x14 VL FB16 12 4,500 13,500 203 71 125 343 3.5x14 VL ~-~~-~- *Note: 'L' is for calcs only. Refer to plan for actual lengths. MOONLIGHT-NAVARRA 10 11/17/2013 SUMMARY OF VERTICAL DESIGN Beam L ( ft )* v ( lb) M ( ft-lb) Dx A (in2) S (in3) I (in4) Min. Sizes (VL31 00, U.O.N.) ! i i FB17 15 5,400 20,250 475 85 187 643 5.25x14 VL FB18 20 3.8 I 6.2 REFER TO ENERCALC BEAM ANALYSIS 5.25x14 VL FB19 20 5.1 I 2.8 REFER TO ENERCALC BEAM ANALYSIS 5.25x14 VL H1 10 3,375 8,438 88 53 78 179 6x12 DF#1 H2 13 3,575 11 ,619 205 56 107 320 3.5x11.88 VL H3 16 1,600 6,400 171 25 59 217 3.5x14 VL I 5.25x11.88 VL H4 6 3,375 5,063 19 53 47 64 4x10 DF#1 H5 16 1,600 6,400 171 25 59 217 3.5x14 VL I 5.25x11.88 VL H6 13 3,803 12,358 218 60 114 340 3.5x11 .88 VL H7 16 7,680 30,720 819 121 284 1,041 5.25x14 VL I 7x11.88 VL H8 16 1,600 6,400 171 25 59 217 3.5x14 VL I 5.25x11.88 VL H9 16 2,720 10,880 290 43 100 369 3.5x14 VL I 5.25x11.88 VL - 110 16 2,720 10,880 290 43 100 369 3.5x14 VL I 5.25x11.88 VL • calcs only. Refer to plan for actual lengths. MOONLIGHT-NAVARRA 10 11/17/2013 Ill. LATERAL ANALYSIS: CBC 2010 SEISMIC ADDRESS: NAVARRA ST,CARLSBAD,CA.92009 LATITUDE 33.09 SITE CLASSIFICATION: D LONGITUDE -117.25 NUMBER OF FLOORS: 3 USGS: Ss = 1.148 Fa= 1.041 SMs = 1.1951 Sos=C~ s1 = 0.432 Fv= 1.568 SM1 = 0.677 So1 = 0.452 Table 11.4-1 ,Site Class D [S5/Fal 0.25 0.50 0.75 1.00 1.60 1.40 1.20 1.10 1.25 1.00 F*Sos R W, Where F = 1.2 R = 6.5 Table 11.4-2,Site Class D [S1/Fvl 0.10 0.20 0.30 0.40 0.50 2.40 2.00 1.80 1.60 1.50 2 STORY: w H WH Roof+Walls 34 29 986 Floor+Walls 22 19 418 Floor+Walls 22 9 198 56 L:WH= 1404 1 STORY: WIND Vw = V= 0.147W WH ::>um(W H) WT V8 (psf) 39.3 5.78 56.0 8.24 63.9 9.40 Eh=p*QE Ev=0.2*S0s *W TOTAL SEISMIC AREA FORCE(#) .:j-Q.Q 578 .:j-Q.Q 824 .:j-Q.Q 940 ¥s (psf) I §.()() I +Q.Q 11.42 psf WIND GOVERNS UP TO DEPTHS OF ... D = (Vw*Htrib) I Eh 2 FLOORS-2nd Story Htrib= 9 Vw*Htrib~ 103 D= 1st Story Htrib= 21 Vw*Htrib~ 240 D= 1 Story Htrib= 12 Vw*Htrib ~ 137 D= ANALYZE EACH SHEAR LINE PER PLAN FOR WORST CASE CONDITION (ie. Wind or Seismic). DESIGN ACCORDINGLY. 17.77 ft 29.12 ft 27.41 ft OF MOONLIGHT-NAVARRA 10 11/12/2013 Ill. LATERAL ANALYSIS: CBC 2010 SEISMIC ADDRESS: NAVARRA ST, CARLSBAD, CA. 92009 LATITUDE 33.09 SITE CLASSIFICATION: D LONGITUDE -117.25 NUMBER OF FLOORS: 2 USGS: Ss = 1.148 Fa= 1.041 SMs = 1.1951 Sos= 0.79·~ s1 = 0.432 Fv = 1.568 SM1 = 0.677 SD1 = 0.45:~ Table 11.4-1,Site Class D [S5/Fa] 0.25 0.50 0.75 1.60 1.40 1.20 1.00 1.25 1.10 1.00 F*Sos R W, Where F = 1.1 R = 6.5 Table 11.4-2,Site Class D [S11Fv] 0.10 0.20 0.30 0.40 0.50 2.40 2.00 1.80 1.60 1.50 2 STORY: w H WH Roof+Walls 34 20 680 Floor+Walls 22 10 220 56 I:WH= 900 1 STORY: WIND Vw = v = 0.135 w WH V5 (psf) ~um(W H) WT 42.3 5.70 56.0 7.55 Eh=p*QE Ev=0.2*S05 *W TOTAL SEISMIC AREA FORCE(#) +00 57'0 +00 7E;5 ¥s (psf) f 4-.§Sf +00 11.42 psf WIND GOVERNS UP TO DEPTHS OF ... D = (Vw*~~trib) I Eh 2 FLOORS-2nd Story Htrib= 9 Vw*Htrib= 103 D= 151 Story Htrib= 21 Vw*Htrib= 240 D= 1 Story Htrib= 12 Vw*Htrib= 137 D= ANALYZE EACH SHEAR LINE PER PLAN FOR WORST CASE CONDITION (ie. Wind or Seismic). DESIGN ACCORDINGLY. 18.02 ft 31.77 ft 29.90 ft Project Name = NAVARRA-10 Conterminous 48 States 2009 International Building Code Latitude = 33.09 Longitude= -117.25000000000001 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B -Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spaclng Period Sa (sec) (g) 0.2 1.135 (Ss, Site Class B) 1.0 0.427 (S1, Site Class B) Conterminous 48 States 2009 International Building Code Latitude = 33.09 Longitude = -117.25000000000001 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D -Fa = 1.046 ,Fv = 1.573 Period (sec) 0.2 1.0 Sa (g) 1.187 (SMs, Site Class D) 0.672 (SM1, Site Class D) Conterminous 48 States 2009 International Building Code Latitude = 33.09 Longitude= -117.25000000000001 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D -Fa = 1.046 ,Fv = 1.573 Period (sec) 0.2 1.0 Sa (g) 0.792 (SDs, Site Class D) 0.448 (SD1, Site Class D) SUMMARY OF LATERAL DESIGN Grid Abase Adepth Vs P.H. Oe w Eh+Ev S.P. Lengths T.L. Unit Shear (v .) O.T. S.P. Type Hold Downs Grid THIRD FLOOR of THREE STORIES [UNITS 2-7] D 29 30 5.78 9 2,516 250 2,556 8.0 8.0 319 2,875 1 MST48 D E 29 30 5.78 9 2,516 250 2,556 8.0 8.0 319 2,875 1 MST48 E F 29 30 5.78 9 2,516 250 2,556 8.0 8.0 319 2,875 1 MST48 F G 29 30 5.78 9 2,516 250 2,556 8.0 8.0 319 2,875 1 MST48 G H 29 30 5.78 9 2,516 250 2,556 8.0 8.0 319 2,875 1 MST48 H I 29 30 5.78 9 2,516 250 2,556 8.0 8.0 319 2,875 1 MST48 I J 30 30 5.78 9 2,603 250 2,642 10.0 10.0 264 2,378 1 MST48 J L 30 30 5.78 9 2,603 250 2,642 5.7 5.7 466 4,194 2 MST60 L M 29 33 5.78 9 2,767 250 2,807 8.0 8.0 351 3,158 2 MST48 M N 29 33 5.78 9 2,767 250 2,807 5.33 5.33 527 4,740 3 MST60 N p 29 32 5.78 9 2,684 250 2,723 9.25+5.5 14.75 185 1,662 1 MST37 p Q 27 32 5.78 9 2,498 250 2,538 5.25 5.25 483 4,351 2 MST60 Q 2 30 29 5.78 9 2,516 250 2,556 5.33+5.75 11.1 230 2,072 1 MST37 2 6 30 29 5.78 9 2,516 250 2,556 11.5 11.5 222 2,000 1 MST37 6 7 30 30 5.78 9 2,603 250 2,642 3+5 8.0 330 2,973 1 MST48 7 9 30 30 5.78 9 2,603 250 2,642 6.67+6.5 13.17 201 1,806 1 MST37 9 10 33 29 5.78 9 2,767 250 2,807 6.5 6.5 432 3,887 2 MST60 10 11 33 29 5.78 9 2,767 250 2,807 11.0 11.0 255 2,297 1 MST48 11 12 33 29 5.78 9 2,767 250 2,807 12.0 12.0 234 2,105 1 MST37 12 13 33 29 5.78 9 2,767 250 2,807 6+6 12.0 234 2,105 1 MST37 13 MOONLIGHT-NAVARRA 10 11/17/2013 SUMMARY OF LATERAL DESIGN Grid Abase Adepth Vs P.H. QE w Eh+Ev S.P. Lengths T.L. Unit Shear (v.) O.T. S.P. Type Hold Downs Grid SECOND FLOOR of THREE STORIES [ UNITS 2-7] D 29 30 8.24 9 3,582 750 3,702 8.0 8.0 463 4,165 2 MST60 D E 29 30 8.24 9 3,582 750 3,702 8.0 8.0 463 4,165 2 MST60 E F 29 30 8.24 9 3,582 750 3,702 8.0 8.0 463 4,165 2 MST60 F G 29 30 8.24 9 3,582 750 3,702 8.0 8.0 463 4,165 2 MST60 G H 29 30 8.24 9 3,582 750 3,702 8.0 8.0 463 4,165 2 MST60 H I 29 30 8.24 9 3,582 750 3,702 8.0 8.0 463 4,165 2 MST60 I J 30 30 8.24 9 3,706 750 3,825 10.0 10.0 383 3,443 2 MST60 J L 30 30 8.24 9 3,706 750 3,825 7.25 7.25 528 4,749 3 MST60 L M 29 33 8.24 9 3,941 750 4,060 4.5+3+3+2 12.5 325 2,923 1 MST48 M N 23 33 8.24 9 3,125 750 3,245 5.25 5.25 618 5,562 3 MSTC78 N 0 25 13 8.24 9 1,338 750 2,998 3+3 6.0 500 4,497 2 MST60 0 p 32 32 8.24 9 4,216 750 4,336 4+2.5+5.5 12.0 361 3,252 2 MST48 p Q 32 32 8.24 9 4,216 750 4,336 5.5+6 11.5 377 3,393 2 MST48 Q R 12 12 8.24 9 593 750 1,060 2.5+2.5*, *Vs=Vs[P.H./2 x w] 5.0 212 1,908 1 MST37 R 2 30 29 8.24 9 3,582 750 3,597 5.33+3.5 8.8 409 3,679 2 MST60 2 6 30 29 8.24 9 3,582 750 3,597 3+6 9.0 400 3,597 2 MST60 6 7 16 24 8.24 9 1,581 750 1,919 4+6 10.0 192 1,727 1 MST37 7 8 30 30 8.24 9 3,706 750 3,825 5.67+5.75 11.42 335 3,015 1 MST48 8 9 18 34 8.24 9 2,520 750 2,639 6.67+7+6 19.67 134 1,208 1 MST37 9 10 33 29 8.24 9 3,941 750 3,957 16.0 16.0 247 2,226 1 MST48 10 11 33 29 8.24 9 3,941 750 3,957 11.0 11.0 360 3,238 2 MST48 11 12 32 32 8.24 9 4,216 750 4,336 12.0 12.0 361 3,252 2 MST48 12 13 32 32 8.24 9 4,216 750 4,336 14.0 14.0 310 2,787 1 MST48 13 MOONLIGHT-NAVARRA 10 11/17/2013 SUMMARY OF LATERAL DESIGN r~~~. Typer~~~-~-Downs -- Grid Abase Adepth Vs P.H. QE w Eh+Ev S.P. Lengths T.L. Unit Shear (v.) O.T. Grid FIRST FLOOR of THREE STORIES [ UNITS 2-7] D 29 30 9.40 9 4,088 250 4,127 8.0 8.0 516 4,643 3 HDU5 D E 29 30 9.40 9 4,088 250 4,127 8.0 8.0 516 4,643 3 HDU5 E F 29 30 9.40 9 4,088 250 4,127 8.0 8.0 516 4,643 3 HDU5 F G 29 30 9.40 9 4,088 250 4,127 8.0 8.0 516 4,643 3 HDU5 G H 29 30 9.40 9 4,088 250 4,127 8.0 8.0 516 4,643 3 HDU5 H I 29 30 9.40 9 4,088 250 4,127 8.0 8.0 516 4,643 3 HDU5 I J 30 30 9.40 9 4,228 250 4,268 10.0 10.0 427 3,841 2 HDU4 J K 32 32 9.40 9 4,811 250 4,851 16.0 16.0 303 2,729 1 HDU2 K L 12 30 9.40 9 1,691 250 1,731 8.0 8.0 216 1,948 1 HDU2 L M 20 33 9.40 9 3,101 250 3,141 SIMPSON STRONGWALL (PFC-5485, ER-2207) 2-SW22x8x4 M N 29 33 9.40 9 4,496 250 4,536 8.0 8.0 567 5,103 3 HDU5 N 0 12 12 9.40 9 677 250 925 4*, *Vs=Vs[P.H./2 x w) 4.0 231 2,081 1 HDU2 0 p 26 32 9.40 9 3,909 250 4,641 3.83+3.83, Vs*1.175 3.83 1212 10,906 CHECK CHECK p Q 32 32 9.40 9 4,811 250 4,851 8.0 8.0 606 5,457 3 HDU5 Q R 12 12 9.40 9 677 250 822 10.0 10.0 82 740 1 N.R. R 2 20 29 9.40 9 2,725 250 2,765 SIMPSON STRONGWALL (PFC-5485, ER-2207) 2-SW22x8x4 2 4 30 29 9.40 9 4,088 250 4,127 20.00 20.0 206 1,857 1 HDU2 4 6 10 29 9.40 9 1,363 250 1,402 8.0 8.0 175 1,578 1 HDU2 6 7 20 24 9.40 9 2,255 250 2,295 SIMPSON STRONGWALL (PFC-5485, ER-2207) 2-SW22x8x4 7 8 30 30 9.40 9 4,228 250 4,268 20+5.75 25.75 166 1,492 1 N.R. 8 9 12 30 9.40 9 1,691 250 1,731 6+4 10.0 173 1,558 1 HDU2 9 10 33 29 9.40 9 4,496 250 4,536 16.0 16.0 284 2,552 1 HDU2 10 11 33 29 9.40 9 4,496 250 4,536 11.0 11.0 412 3,711 2 HDU4 11 12 32 32 9.40 9 4,811 250 4,851 12.0 12.0 404 3,638 2 HDU4 12 13 32 32 9.40 9 4,811 250 4,851 12+6+6 24.0 202 1,819 1 HDU2 13 ·------- MOONLIGHT-NAVARRA 10 11/17/2013 SUMMARY OF LATERAL DESIGN Grid Abase Adepth Vs P.H. QE w Eh+Ev S.P. Lengths T.L. Unit Shear (v.) O.T. S.P. Type Hold Downs Grid I SECOND FLOOR of TWO STORIES [UNITS 1 & 8-10] I A 21 28 5.70 9 1,677 750 2,833 4+4*, Vs*9/2*4=Vs*1.13 8.0 354 3,187 2 MST48 A B 42 28 5.70 9 3,354 750 5,036 8+7 15.0 336 3,022 1 MST48 B c 21 28 5.70 9 1,677 750 2,518 10.33 10.33 244 2,194 1 MST48 c I I s 39 30 5.70 9 3,337 750 3,456 12.00 12.00 288 2,592 1 MST48 s T 39 30 5.70 9 3,337 750 3,456 12.00 12.00 288 2,592 1 MST48 T u 39 30 5.70 9 3,337 750 3,456 12.00 12.00 288 2,592 1 MST48 u I v 39 30 5.70 9 3,337 750 3,456 12.00 12.00 288 2,592 1 MST48 v I w 21 28 5.70 9 1,677 750 2,518 10.33 10.33 244 2,194 1 MST48 w X 42 28 5.70 9 3,354 750 5,036 8+7 15.0 336 3,022 1 MST48 X y 21 28 5.70 9 1,677 750 2,518 4+4 8.0 315 2,833 1 MST48 y 1 28 42 5.70 9 3,354 750 3,473 27.34 27.34 127 1,143 1 MST37 1 5 28 42 5.70 9 3,354 750 3,473 11.5+6 17.5 198 1,786 1 MST37 5 16 15 39 5.70 9 1,668 750 1,788 21.3 21.3 84 754 1 N.R. 16 17 30 39 5.70 9 3,337 750 3,456 8.0 8.0 432 3,888 2 MST60 17 18 15 39 5.70 9 1,668 750 2,575 2.83+2.83, Vs*8/2.83 5.66 455 4,094 2 MST60 18 19 28 43 5.70 9 3,434 750 3,553 10.33 10.33 344 3,096 2 MST48 19 21 28 43 5.70 9 3,434 750 3,553 7.5+4+6 17.5 203 1,827 1 MST37 21 MOONLIGHT-NAVARRA 10 11/17/2013 SUMMARY OF LATERAL DESIGN Grid Abase Adepth Vs P.H. QE w Eh+Ev S.P. Lengths T.L. Unit Shear (v.) O.T. S.P. Type Hold Downs Grid .0 FIRST FLOOR of .TWO STORIES [UNITS 1 & .S-10] A 21 28 7.55 9 2,219 250 2,259 6+5 11.0 205 1,848 1 HDU2 A B 42 32 7.55 9 5,073 250 5,113 20.0 20.0 256 2,301 1 HDU2 B c 21 32 7.55 9 2,536 250 2,576 10.33 10.33 249 2,245 1 HDU2 c s 39 30 7.55 9 4,416 250 4,456 12.00 12.00 371 3,342 2 HDU4 s T 39 30 7.55 9 4,416 250 4,456 12.00 12.00 371 3,342 2 HDU4 T u 39 30 7.55 9 4,416 250 4,456 12.00 12.00 371 3,342 2 HDU4 u v 39 30 7.55 9 4,416 250 4,456 12.00 12.00 371 3,342 2 HDU4 v w 21 32 7.55 9 2,536 250 2,576 10.33 10.33 249 2,245 1 HDU2 w X 42 32 7.55 9 5,073 250 5,113 20.0 20.0 256 2,301 1 HDU2 X y 21 28 7.55 9 2,219 250 2,259 6+5.67 +3+2.83 17.5 129 1 '162 1 N.R. y 1 19 42 7.55 9 3,012 250 3,052 6.7 6.7 458 4,118 2 HDU4 1 3 28 42 7.55 9 4,439 250 4,479 12.0 12.0 373 3,359 2 HDU4 3 5 14 42 7.55 9 2,219 250 2,259 1 0.25+6.33+5 21.58 105 942 1 N.R. 5 16 15 39 7.55 9 2,208 250 2,248 7+3+3 13.0 173 1,556 1 HDU2 16 17 30 39 7.55 9 4,416 250 4,456 12.0 12.0 371 3,342 2 HDU4 17 18 15 39 7.55 9 2,208 250 2,248 SIMPSON STRONGWALL (PFC-5485, ER-2207) 2-SW22x8x4 18 19 14 42 7.55 9 2,219 250 2,259 11.5+5+6+5 27.5 82 739 1 N.R. 19 20 28 42 7.55 9 4,439 250 4,479 12.0 12.0 373 3,359 2 HDU4 20 21 19 42 7.55 9 3,012 250 3,052 6.0 6.0 509 4,578 2 HDU5 21 - - MOONLIGHT-NAVARRA 10 11/17/2013 IV. FOOTING DESIGN *Soils report recommendations always supercede footing size and reinforcement noted on this page. SOILS REPORT BY: ECS&T: 10JAN2013, #12-1147G1 ASBP (psf)= 2000 CONTINUOUS FOOTINGS WIDTH (in.)= 18 DEPTH (in.)= 24 16,000 lbs. Where PMAx = (2*(D+6)+4)*W*(ASBP/144) SPREAD FOOTINGS: <::~" 4 " <J < •. <. . •• • • . w OF LOAD (lbs.)* I PAD No. SIZE (in. SQ.) DEPTH (in.) #5 REBAR (E.W.) 100,000 75,000 50,000 35,000 22,500 18,000 *FOR DESIGN PURPOSES, ONLY. P-1 P-2 P-3 P-4 P-5 P-6 85 24 8 73 24 7 60 24 6 50 24 5 40 24 4 36 24 4 SIZE=SORT( (LOAD/ASBP)*144) TYPICAL CONTINUOUS FOOTINGS & GRADE BEAM, U.N.O. BY SOILS REPORT F-1 GB-1 Width {in.) 18 18 Depth (in.) Rebar@ T&B 24 2-#5 24 2-#6 w/ STIRRUPS PER DETAIL MOONLIGHT-NAVARRA 10 11/12/2013 EAST COUNTY SOIL CONSUI,TATION AND ENGINEERING, INC. Mr. Brian Merritt Diversified Development El Camino Real, 104-280 Carlsbad, California 92009 10925 HARTLEY ROAD, SUITE '"I'' SANTEE, CALU'ORNIA 92071 619 258·7901 :FAX 619 258-7902 Subject: Foundation Plans and Details Review Proposed to-Unit Residential Development (Coastal Living 10) Lot 40 of La Costa South, Unit No. i Navarra Drive, Carlsbad, California 92009 City of Carlsbad PC# 13-58 July 15,2014 Projec1: No. l2-ll47G l References: 1. "Shoring Design, Proposed 1 0-Unit Residential Development (Coastal Living l 0), Lot 40 of La Costa South, Unit No. l, Navarra Drive, Carlsbad, Califomi~,, 92009", Pr~ject No, 12-114701, Prepared by East County Soil Consultation and Engine1:}ring, Inc., Dated March 19, 14. 2. "Limited Geotechnical Investigation, Proposed l 0-Unit Residential Development (Coastal Living 1 0), Lot 40 of La Costa South, Unit No. 1, Navan·a Drive, Carlsbad, California 92009", Project No. 12~1!47Gl, Prepared by East County Soil Consultation and Engineering, Inc .. Dated January 10, 2013. Ladies & Gentlemen: In accordance with your request, we have reviewed the foundation plans and details prepared by Hranek, Structural Engineer of Encinitas, California for the proposed residential development at the subject site. The foundation plans and details were found to be in substantial confonnance with the recommendations in the referenced geotechnical report (Reference No. 2). Our firm should observe the foundation excavations for proper and embedment into competent bearing soils. if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, 2~ fi'"'l-.v OF CARLSBAD 'E,l~\L.DING DiVISION Pcr~-ss JUL 15 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. ,CITY OF CARLSB/~D BUILDING DIVISION Mr. Bria1l Merritt Diversifiod Development 7668 El i::amino Real, 104-280 Carls bact. California 92009 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 619 258-7901 FAX 619 258-7902 Foundation Plans and Details Review Proposed 1 0-Unit Residential Development (Coastal Living 1 0) Lot 40 of La Costa South, Unit No. I Navarra Drive, Carlsbad, California 92009 March 19,2013 ProjecfNo. 12-1147G1 References: 1. "Shoring Design, Proposed I 0-Unit Residential Development (Coastal Living 1 0), Lot 40 of La Costa South, Unit No. 1, Navarra Drive, Carlsbad, Californiaj92009", Project No. 12-1147Gl, Prepared by East County Soil Consultation and Engineejring, Inc., Dated March 19, 2014. 2. "Limited Geotechnical Investigation, Proposed 10-Unit Residenti~I Development (Coastal Living 10), Lot 40 of La Costa South, Unit No. 1, Navarra JPrive, Carlsbad, California 92009", Project No. 12-1147G1, Prepared by East County Spil Consultation and Engineering, Inc., Dated January IO, 2013. Ladies & Gentlemen: In with your request, we have reviewed tht~ foundation plans and details prrpared by Tony Hranek, Structural Engineer of Encinitas, California for the proposed residential dev~lopment at the subjec;t site. The fbundation plans and details were found to be in substantial conformance with the repommendations provided \in the referenced geotechnical report (Re:fi~rence No. 2). Our firm sho~ld observe the fotmdatinl1 excavations for proper size and embedment into competent bearing soils. If we ean of further assistance, please do not hesitate to contact our office. Respectfully submitted, ~--~ Mamadou.S RCE 54071, GE 2704 MSD/md 13 ,,$t EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Diversified Development, Inc. 7668 El Camino Real, 104-280 Carlsbad, California 92009 Subject: Limited Geotechnical Investigation January 10, 2013 Project No. 12-1147Gl Proposed 1 0-Unit Residential Development (Coastal Living 1 0) Lot 40 of La Costa South, Unit No. 1 Navarra Drive, Carlsbad, California 92009 Ladies & Gentlemen: In accordance with your request, we have performed a limited geotechnical investigation at the subject site to discuss the geotechnical aspects of the project and provide recommt!ndations for the proposed development. Our investigation has found that the proposed building pads are underlain by topsoil and slopewash to depths ranging from approximately 6 to 11 feet below existing grades. These soils were underlain by dense sandstone/ claystone of the Santiago Formation to the explored depth of 14 feet. It is our opinion that the development of the proposed residential project is geotechnically feasible provided the recommendations herein are implemented in the design and construction. Should you have any questions with regard to the contents of this report, please clo not hesitate to contact our office. Respectfully submitted, CARLSBAD BUILDING Di\/iSION COASTAL LIVING 101 DIVERSIFIED DEVELOPMENT PROJECT NO. 12-/14701 TABLE OF CONTENTS INTRODUCTIOl\J .............................................................................................................................................. 3 SCOPE OF SER'IICES ..................................................................................................................................... 3 SITE DESCRIPTION AND PROPOSED CONSTRUCTION ........................................................................ 3 FIELD INVESTIGATION AND LABORATORY TESTING ....................................................................... 4 GEOLOGY ......................................................................................................................................................... 4 Geologic Setting .................................................................................................................................... 4 Site Stratigraphy .................................................................................................................................... 4 SEISMICITY ...................................................................................................................................................... 5 Regional Seis1nicity .............................................................................................................................. 5 Seis1nic /\nalysis .................................................................................................................................... 5 20 I 0 CBC Seismic Design Criteria ...................................................................................................... 6 Geologic Hazard Assess1nent ................................................................................................................ 6 GEOTECHNICA.L EVALUATION ................................................................................................................. 7 Con1pressible Soils ................................................................................................................................. 7 Expansive Soils ..................................................................................................................................... 7 Ground\vater .......................................................................................................................................... 7 CONCLUSIONS AND RECOMMENDATIONS ........................................................................................... 7 GRADING AND· EARTHWORK ..................................................................................................................... 8 Clearing and Grubbing .......................................................................................................................... 8 Structural Improvement of Soils ........................................................................................................... 8 Transitions Between Cut and Fill. ........................................................................................................ 9 Method and Criteria of Compaction ..................................................................................................... 9 Erosion Control ..................................................................................................................................... 9 Standard Grading Guidelines ................................................................................................................ 9 FOUNDATIONS AND SLABS ........................................................................................................................ 9 SETTLEMENT ................................................................................................................................................. 10 PRESATURATION OF SLAB SUBGRADE ............................................................................................... 10 RETAINING W/\LLS ..................................................................................................................................... 10 TEMPORARY SLOPES .................................................................................................................................. II TRENCH BACKFILL ..................................................................................................................................... II DRAINAGE ..................................................................................................................................................... 12 FOUNDATION PLAN REVIEW ................................................................................................................... 12 LIMITATIONS OF INVESTIGATION ........................................................................................................ 12 ADDITIONAL SERVICES ............................................................................................................................ 13 PLATES Plate 1-Location of Exploratory Boreholes Plate 2-Summary Sheet (Exploration Borehole Logs) Plate 3 -USCS Soil Classification Chart PAGE L-1, LABORATORY TEST RESULTS ............................................................................................. 16 REFERENCES ................................................................................................................................................. 17 2 COASTAL LIVING 10/ DIVERSIFIED DEVELOPAfENT PROJECT NO. 12-1147GJ INTRODUCTION This is to present the findings and conclusions of a limited geotechnical investigation for the proposed construction of a 1 0-unit residential complex to be located on the south side of Navarra Drive, in the City of Carlsbad, California. The objectives of the investigation were to evaluate the existing soils conditions and provide recommendations for the proposed development. SCOPE OF SERVICES The following services were provided during this investigation: 0 Site reconnaissance and review of published geologic, seismological and geotechnical reports and maps pertinent to the project area 0 Subsurfi1ce exploration consisting of four ( 4) test pits within the limits of the proposed area of development. The test pits were logged by our Staff Geologist. 0 Collection of representative soil samples at selected depths. The obtained samples were sealed in moisture-resistant containers and transported to the laboratory for subsequent analysis. 0 Laboratory testing of samples representative of the types of soils encountered during the field investigation 0 Geologic and engineering analysis of the field and laboratory data, which provided the basis for our conclusions and recommendations 0 Production of this report, which summarizes the results of the above analysis and presents our findings and recommendations for the proposed development. SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is located on the south side of Navarra Drive, in the City of Carlsbad, California. The vacant property encompasses an area of 21.3 03 square feet. The lot slopes moderately to the north. An approximately 9-foot high fill slope runs along the south side of the parcel. Vegetation consisted of grass, shrub and a few trees. Site boundaries include Navarra Drive to the north, similar residential developments to the west and east and La Costa Golf Course to ii;he south. The preliminary site plan prepared by O'Day Consultants of Carlsbad, California indicates that the proposed construction will include a 1 0-unit residential complex. It is our understanding that the structures will be two and three-story, wood-framed and founded on continuous footings with slab- on-grade floors. Associated improvements \vill include a driveway, landscaping and other appurtenances. COASTAL LIVING 101 DIVERSIFIED DEVELOPAlENT PROJECT NO. /2-I/47Gl FIELD INVESTIGATION AND LABORATORY TESTING On December 7, 2012, four (4) test pits were excavated to a maximum depth of approximately 14 feet below existing grade with a Link Belt 225 trackhoe equipped with a 24-inch bucket. The approximate locations of the test pits are shown on the attached Plate No. 1, entitlled "Location of Exploratory Test pits". A continuous log of the soils encountered was recorded at the time of excavation and is shown on Plate No. 2 entitled "Summary Sheet". The soils were visually and texturally classified according to the filed identification procedures set forth on Plate No. 3 entitled "USCS Soil Classification". Following the field exploration, laboratory testing was performed to evaluate the pertinent engineering properties of the foundation materials. The laboratory-testing program included moisture and density, maximum dry density and optimum moisture content, particle size analysis and expansion index tests. These tests were performed in general accordance with ASTM standards and other accepted methods. Page L-1 and Plate No. 2 provide a summary of the laboratory test results. GEOLOGY Geologic Setting The subject site is located within the southern portion of what is known as the Peninsular Ranges Geomorphic Province of California. The geologic map pertaining to the area indicates that the site is underlain by sandstone/claystone of the Santiago Formation (Tsa). Site Stratigraphy The subsurface descriptions provided are interpreted fiom conditions exposed during the field investigation and/or inferred from the geologic literature. Detailed descriptions of the subsurface materials encountered during the field investigation are presented on the exploration logs provided on Plate No.2. The following paragraphs provide general descriptions ofthe encountered soil types. Topsoil Topsoil is the surficial soil material that mantles the ground, usually containing roots and other organic materials, which supports vegetation. Topsoil observed in the test pits was approximately 6 inches thick and consisted of dark brown, silty sand that was dry to moist, loose and porous in consistency with some organics (roots and rootlets). Slopewash (Qsw) Slopewash was underlying the topsoil with a thickness ranging between approximately 6 and 11 feet. The material generally consisted of reddish brown, sand with silt and gravel that was dry to moist and loose to medium dense in consistency. 4 COASTAL UVJNG 101 DIVERSIFIED DEVELOPMENT PROJECT NO. 12-1147Gl Santiago Formation (Tsa) Sandstone/claystone of the Santiago Formation was encountered below the slopewash. The material generally consisted of light-colored sandy clay that was moist and very stiff in consistency. SEISMICITY Regional Seismicity Generally, Seismicity within California can be attributed to the regional tectonic movement taking place along the San Andreas Fault Zone, which includes the San Andreas Fault and most parallel and subparallel faults within the state. The portion of southern California where the subject site is located is considered seismically active. Seismic hazards are attributed to groundshaking from earthquake events along nearby or more distant Quaternary faults. The primary factors in evaluating the effect an earthquake has on a site are the magnitude of the event, the distance from the epicenter to the site and the near surface soil profile. According to the Fault-Rupture Hazard Zones Act of 1994 (revised Alquist-Priolo Special Studies Zones Act), quaternary faults have been classified as ·'active" faults, which show apparent surface rupture during the last 11,000 years (i.e., Holocene time). ''Potentially-active" faults are those faults with evidence of displacing Quaternary sediments between 11,000 to 16,000 years olcL Seismic Analysis Based on our evaluation, the closest known •·active'' fault is the Rose Canyon Fault located approximately 10 kilometers (6.25 miles) to the west. The Rose Canyon Fault is the design fault of the project due to the predicted credible fault magnitude and ground acceleration. The Seismicity of the site was evaluated utilizing deterministic methods (Eqseach/ Eqfault ver 3.0, Blake, 2008) for active Quaternary faults within the regional vicinity. The site may be subjected to a Maximum Probable Earthquake of 6.9 Magnitude along the Rose Canyon fault, with a conesponding Peak Ground Acceleration of 0.40g. The maximum Probable Earthquake is defined as the maximum earthquake that is considered likely to occur within a 1 00-year time period. The effective ground acceleration at the site is associated with the part of significant ground motion, which contains repetitive strong-energy shaking, and which may produce structural deformation. As such, the effective or ''free field" ground acceleration is referred to as the Repeatable High Ground Acceleration (RHGA). It has been determined by Ploessel and Slosson (1974) that the RHGA is approximately equal to 65 percent of the Peak Ground Acceleration for earthquakes occurring within 20 miles of a site. Based on the above, the calculated Credible RHGA at the site is 0.0.26g. 5 COASTAL LIVING 101 DIVERSIFIED DEVELOPMENT PROJECT NO. 12-1147Gl 2010 CBC Seismic Design Criteria A review of the active fault maps pertaining to the site indicates the existence of the Rose Canyon Fault Zone approximately 10 km to the west. Ground shaking from this fault or one of the major active faults in the region is the most likely happening to affect the site. With respect to this hazard, the site is comparable to others in the general area. The proposed residential complex should be designed in accordance with seismic design requirements of the 2010 California Building Code or the Structural Engineers Association of California using the following seismic design parameters: PARAMETER VALUE 2010 CBC REFERENCE Site Class D Table 1613.5.2 Mapped Spectral Acceleration For 1.148 Figure 1613.5(3) Short Periods, Ss Mapped Spectral Acceleration For a 0.432 Figure 1613.5(4) !-Second Period, S 1 Site Coefficient, Fa 1.041 Table 1613.5.3(1) Site Coefficient, Fv 1.568 Table 1613.5.3(2) Geologic Hazard Assessment Ground Rupture~ Ground rupture due to active faulting is not considered likely due to the absence of known fault traces within the vicinity of the project; however, this possibility cannot be completely ruled out. The unlikely hazard of ground rupture should not preclude consideration of "flexible" design for on-site utility lines and connections. Liquefaction Liquefaction involves the substantial loss of shear strength in saturated soils, usually sandy soils with a loose consistency when subjected to earthquake shaking. Based on the absence of shallow groundwater, type and consistency of the underlying bedrock materials, it is our opinion that the potential for liquefaction is very low. Landsliding There is no indication that landslides or unstable slope conditions exist on or adjacent to the project site. There are no obvious geologic hazards related to landsliding to the proposed development or adjacent properties. Tsunamis and Seiches The site is not subject to inundation by tsunamis due to its elevation and distance to the ocean. The site is also not subject to seiches (waves in confined bodies of water). 6 COASTAL LIVING IO/ DIVERSIFIED DEVELOPMENT PROJECT NO. 12-1147G/ GEOTECHNICAL EVALUATION Based on our investigation and evaluation of the collected information. we conclude that the proposed construction is feasible from a geotechnical standpoint provided the recommendations provided herein will be properly implemented during structural development. In order to provide a uniform support for the proposed structures, overexcavation and recompaction of the structural portions of the building pads will be required. The foundations may consist of reinforced continuous and/ or spread footings with reinforced concrete slabs-on grade floors. Recommendations and criteria for foundation design are provided in the Foundation and Slabs recommendations section of this report. Compressible Soils Our field observations and testing indicate low compressibility within the sandstone/claystone of the Santiago Formation and part of the slopewash, which underly the site. However, !loose topsoil and slopewash were encountered to a depth of approximately 3 feet below existing grades. These soils are compressible. Due to the potential for soil compression upon loading. remedial grading of these loose soils, including overexcavation and recompaction will be required. Following implementation of the earthw·ork recommendations presented herein, the potential for soil compression resulting from the new development has been estimated to be low. The low-settlement assessment assumes a well-planned and maintained site drainage system. Recommendations regarding mitigation by earthwork construction are presented in the Grading and Earthwork recommendations section of this report. Expansive Soil§. Expansion index tests were performed on representative samples of the slopewash and formational soils to determine volumetric change characteristics with change in moisture content. Expansion indexes of 3 and 77 were obtained respectively which indicate a very low to m~dium expansion potential for the sub grade soils. Groundwater Static groundwater was not encountered to the depths of the test pits. The subject site is located at an elevation of approximately 100 feet above Mean Sea Level. We do not expeet groundwater to affect the proposed construction. Recommendations to prevent or mitigate the effects of poor surface drainage are presented in the Drainage section of this report. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the analysis of the data and information obtained from our soil investigation. This includes site reconnaissance; field investigation; laboratory testing and our general knowledge of the soils native to the site. The site is 7 COASTAL LIVING /0/ DIVERSIFIED DEVELOPA1ENT PROJECT NO. 12-1147GI suitable for the proposed residential development provided the recommendations set forth are implemented during construction. GRADING AND EARTHWORK Based upon the proposed construction and the infom1ation obtained during the field investigation, we anticipate that the proposed structures will be founded on continuous and/ or spread footings, which are supported by properly compacted fill. The following grading and earthwork recommendations are based upon the limited geotechnical investigation perfom1ed, and should be verified during construction by our field representative. Clearing and Grubbing All areas to be graded or to receive fill and/or structures should be cleared of vegetation. Vegetation and the debris from the clearing operation should be properly disposed of off-site. The area should be thoroughly inspected for any possible buried objects, which need to be rerouted or removed prior to the inception of, or during grading. All holes, trenches, or pockets left by the removal of these objects should be properly backfilled with compacted fill materials as recommended in the Method and Criteria of Compaction section of this report. Structural Improvement of Soils Information obtained from our field and laboratory analysis indicates that loose topsoil and slopewash cover the site to a depth of approximately 3 feet below existing grade. These subgrade soils are susceptible to settlement upon loading. Based upon the soil characteristics, we recommend the following: * * * Subgrade soils to a minimum depth of 3 feet below existing grade should be completely removed from areas, which are planned to receive compacted fills and/or structural improvements. The bottom of the removal area should expose competent materials as approved by ECSC&E geotechnical representative. Prior to the placement of new fill, the bottom of the removal area should be scarified a minimum depth of 6 inches, moisture- conditioned within 2 percent above the optimum moisture content, and then recompacted to at least 90 percent relative compaction (ASTM D 1557 test method). Overexcavation should be completed for the structural building pads to a minimum depth of 2 feet below the bottom of the proposed footings. The limit of the required areas of overexcavation should be extended a minimum of 5 feet laterally beyond the perimeter footings (building footprints). Soils utilized as fill should be moisture-conditioned and recompacted in conformance with the following Method and Criteria of Compaction section of this report. The depth and extent of any overexcavation and recompaction should be evaluated in the field by a representative of ECSC&E. 8 COASTAL LIVING IOI DIVERSIFIED DEVELOPMENT PROJECT NO. J2-1147Gl Transitions Between Cut and Fill The proposed structures are anticipated to be founded in properly compacted fill. Cut to fill transitions below the proposed structures should be eliminated during the earthwork construction as required in the previous section. Method and CJriteria of Compaction Compacted fil1s should consist of approved soil material, free of trash debris, roots, vegetation or other deleterious matt~rials. Fill soils should be compacted by suitable compaction equipment in uniform loose lifts of 6 to 8 inches. Unless otherwise specified, all soils suqjected to recompaction should be moisture-conditioned within 2 percent over the optimum moisture content and compacted to at least 90 percent relative compaction per ASTM test method Dl557. The on-site soils, after being processed to delete the aforementioned deleterious materials, may be used for recompaction purposes. Should any importation of fill be planned, the intended import source(s) should be evaluated and approved by ECSCE prior to delivery to the site. Care should be taken to ensure that these soils are not detrimentally expansive. Erosion Control Due to the granular characteristics of the on-site soils, areas of recent grading or exposed ground may be subject to erosion. During construction, surface water should be controlled via berms, gravel! sandbags, silt ft::nces, straw wattles, siltation basins, positive surface grades or other method to avoid damage to the finish work or adjoining properties. All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking. Best Management Practices (BMPs) must be used to protect storm drains and minimize pollution. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. Standard Grading Guidelines Grading and earthwork should be conducted in accordance with the standard-of-practice methods for this local, the guidelines of the current edition of the Uniform Building Code, and the requirements of the jurisdictional agency. Where the information provided in the geotechnical repmt differs from the Standard Grading Guidelines, the requirements outlined in the report shall govern. FOUNDATIONS AND SLABS a. Continuous and spread footings are suitable for use and should extend to a minimum depth of24 inches below the lowest adjacent grade for the proposed two and three-story structures into the properly compacted fill soils. Continuous footings should be at least 18 inches in width and reinforced with four #4 steel bars; two bars placed near the top of the footings and the other two bars placed near the bottom of the footings. Isolated or spread footings should have a minimum width of 24 inches. Their reinforcement should consist of a minimum of #4 bars spaced 12 inches 9 COASTAL LIVING 101 DIVERSIFIED DEVELOPMENT PROJECT NO. 12-114701 on center (each way) and placed horizontally near the bottom. The mm1mum reinforcement recommended i[s based on geotechnical considerations and is not intended to supercede the structural engineer requirements. b. Interior concrete floor slabs should be a minimum 5-inch thick. Reinforcement should consist of #3 bars placed at 16 inches on center each way within the middle third of the slabs by supporting the steel on chairs or concrete blocks "dobies". The slabs should be underlain by 2 inches of clean sand over a 1 0-mil visqueen moisture barrier. The effect of concrete shrinkage will result in cracks in virtually all-concrete slabs. To reduce the extent of shrinkage, the concrete should be placed at a maximum of 4-inch slump. The minimum steel recommended is not intended to prevent shrinkage cracks. c. Where moisture sensitive floor coverings are anticipated over the slabs, the 1 0-mil plastic moisture barrier should be underlain by a capillary break at least 2 inches thick, consisting of coarse sand, gravel or crushed rock not exceeding 3/4 inch in size with no more than 5 percent passing the #200 sieve. d. An allowable soil bearing value of 2,000 pounds per square foot may be used for the design of continuous and spread footings at least 12 inches wide and founded a minimum of 12 inches into properly compacted fill soils as set forth in the 2010 California Building Code, Table 1804.2. This value may be increased by 400 psf for each additional foot of depth or width to a maximum value of 4,000 lb/ft2. c. Lateral resistance to horizontal movement may be provided by the soil passive pressure and the friction of concrete to soil. An allowable passive pressure of 250 pounds per square foot per foot of depth may b1! used. A coefficient of friction of 0.35 is recommended. The soils passive pressure as well as the bearing value may be increased by 1/3 for wind and seismic loading. SETTLEMENT Settlement of compacted fill soils is normal and should be anticipated. Because of the minor thickness of the fill soils anticipated under the proposed footings, total and differential settlements should be within acceptable limits. PRESATURATION OF SLAB SUBGRADE Due the granular characteristics of the foundation soils, presoaking of subgrade prior to concrete pour is not required. However, subgrade soils in areas receiving concrete should be watered prior to concrete placement to mitigate any drying shrinkage, which may occur following site grading. RETAINING \VALLS Cantilevered retaining walls should be designed for an "active" lateral earth pressure of 35 psf/ft (35 pcf EFP) for approved granular and level backfill conditions. Where the walls support 2H: 1 V sloping backfill, the equivalent fluid pressure should be increased to 45 pcf. Cantilever walls subject to uniform surcharge loads should be designed for an additional uniform lateral pressure equal to one- 10 COASTAL LIVING 101 DIVERSIFIED DEVELOPMENT PROJECT NO. 12-1147Gl third (1/3) the anticipated surcharge pressure. An additional lateral earth pressure due to earthquake motions of 25 pcf (EFP) may be applied using an inverted triangular distribution if required. Restrained walls such as basement walls should be designed utilizing an "at-rest" earth pressure of 60 psf/ft (60 pcf EFP) for approved granular and level backfill. Restrained walls subject to uniform surcharge loads should be designed for an additional uniform lateral pressure equal to one-half (1/2) the anticipated surcharge. For earthquake motions, an additional lateral earth pressure of 35 pcf (EFP) may be applied using an inverted triangular distribution if required. Soil design criteria, such as bearing capacity, passive earth pressure and sliding resistance as recommended under the Foundation and Slab Recommendations section, may be incorporated into the retaining wall design. Footings should be reinforced as recommended by the structural engineer and appropriate back drainage provided to avoid excessive hydrostatic wall pressures. As a minimum we recommend a fabric-wrapped crushed rock and perforated pipe system. At least 2 cubic feet per linear foot of free- drainage crushed rock should be provided. The remaining wall backfill should consist of approved granular material. This fill material should be compacted to a minimum relative compaction of 90 percent as determined by ASTM D-1557 test method. Flooding or jetting of backfill should not be permitted. Granular backfill should be capped with 18 inches (minimum) of relatively impervious fill to seal the backfill and prevent saturation. It should be noted that the use of heavy compaction equipment in close proximity to retaining structures can result in wall pressures exceeding design values and corresponding wall movement greater than that associated with active or at-rest conditions. In this regard, the contractor should take appropriate precautions during the backfill placement. TEMPORARY SLOPES For the excavation of foundations and utility trenches, temporary vertical cuts to a maximum height of 4 feet may be constructed in fill or natural soil. Any temporary cuts beyond the above height constraints should be shored or further laid back following a 1: 1 (horizontal to vertical) slope ratio. OSHA guidelines for trench excavation safety should be implemented during constrw;tion. TRENCH BACKFILL Excavations for utility lines, which extend under structural areas should be properly backfilled and compacted. Utilities should be bedded and backfilled with clean sand or approved granular soil to a depth of at least one foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill should be on-site soils or non-expansive imported soils, which should be placed in thin lifts, moisture-conditioned and compacted to at least 90% relative compaction. 11 COASTAL LIVING 101 DIVERSIFIED DEVELOPMENT PROJECT NO. 12-1147Gl DRAINAGE Adequate measures should be undertaken to properly finish grade the site after the structures and other improvements are in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via rain gutters, downspouts, surface swales and subsurface drains towards the natural drainage for this area. A minimum gradient of 1 percent is recommended in hardscape areas. For earth areas, a minimum gradient of 5 percent away from the structures for a distance of at least 5 feet should be provided. Earth swales should have a minimum gradient of 2 percent. Drainage should be directed to approved drainage facilities. Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structure and other improvements. FOUNDATION PLAN REVIEW Our firm should review the foundation plans during the design phase to assure conformance with the intent of this report. During construction, foundation excavations should be observed by our representative prior to the placement of forms, reinforcement or concrete for conformance with the plans and specifications. LIMITATIONS OF INVESTIGATION Our investigation was perfmmed using the skill and degree of care ordinarily exerci~:ed, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, Inc. The samples collected and used for testing, and the observations made, are believed representative of site conditions; however, soil and geologic conditions can vary significantly between exploration trenches, boreholes and surface exposures. As in most major projects, conditions revealed by construction excavations may vary with preliminary findings. If this occurs, the cb.anged conditions must be evaluated by a representative of ECSC&E and designs adjusted as required or alternate designs recommended. This report is issued with the understanding that it is the responsibility of the owner, or of his representative to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer. Appropriate recommendations should be incorporated into the structural plans. The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of this present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may 12 COASTAL LIVING /0/ DIVERSIFIED DEVELOPMENT PROJECT NO. 12-!147Gl be invalidated wholly or partially by changes outside of our control. Therefore, this report is subject to review and should be updated after a period of two years. ADDITIONAL SERVICES The review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made in this report. If East County Soil Consultation and Engineering, Inc. is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction. Observation and testing are additional services, which are provided by our firm, and should be budgeted within the cost of development. Plates No. 1 through 3, Page L-1 and References are parts of this report. 13 y cj ·-':~~·"'.f ''..... ""' ~y,r.o!t.f "'·"• _ .. EAST COUNTY SOIL CONSULTATION & ENGINEERING, INC. 10925 HARTI..EY RD .. SUITE I. SANTEE. CA 92071 (619) 258-7901 Fax (619) 258-7902 : ,_~:-_ " . \ [J I I ! -I .' -r- fr_ ..., j : 'l't ~ I I T-"!. , ·- -~\ -' I ' ; ; ' I , .... ' I . " ...... j I DEPTH Surface 0.5' 2.0' 3.0' 4.5' 5.0' 7.0' 7.5' 9.0' DEPTH Surface 0.5' 3.0' 6.0' 8.0' 9.0' COASTAL LIVING 101 DIVERSIFIED DEVELOPMENT PROJECT NO. 12-1147Gl PLATE N0.2 SUMMARY SHEET TEST PIT NO. 1 SOIL DESCRIPTION TOPSOIL clark brow·n, dry to moist, loose, porous, silty sand with rootlets SLOPEWASH (Qsw) reddish brown, dry to moist, loose to medium dense, sand with silt •• n " becomes moist and medium dense " ,, .. abundant gravels SANTIAGO FORMATION (Tsa) light gray, moist to wet, medium dense to dense, sandstone/ claystone ,, " " . .;. bottom of test pit, no caving, no groundwater test pit backfilled and compacted \vith sheepsfoot roller 12/7112 TEST PIT NO. 2 SOIL DESCRIPTION TOPSOIL dark brown, dry to moist, loose, porous, silty sand with rootlets SLOPEWASH (Qsw) reddish brown, dry, loose, sand with silt and gravel becomes moist and medium dense SANTIAGO FORMATION (Tsa) light gray, moist to wet, medium dense to dense, sandstone/ claystone ''" ... .... .;.. ~,. '" ~' bottom of test pit, caving in upper 3 feet, no groundwater test pit backfilled and compacted with sheepsfoot roller 12/7/12 y 119.7 131.3 105.9 '{ I 05.3 Y = DRY DENSITY IN PCF M =MOISTURE CONTENT IN% 14 M 5.6 8.5 15.4 M 17.9 DEPTH Surface 0.5' 4.0' 9.0' 11.0' DEPTH Surface 0.5' 3.0' 11.0' 14.0' COASTAL LIVING 101 DIVERSIFIED DEVELOPMENT PROJECT NO. 12-1147Gl PLATE NO.2 (Continued) SUMMARY SHEET TEST PIT NO. 3 SOIL DESCRIPTION 1lOPSOIL clark brown, dry to moist, loose, porous, silty sand with rootlets SLOPEW ASH (Qsw) y reddish brown, dry to moist, loose to medium dense, sand with silt and gravel becomes moist to wet and medium dense SANTIAGO FORMATION (Tsa) light reddish gray, moist, medium dense to dense, sandstone/ claystone bottom oftest pit, no caving, no groundwater test pit backfilled and compacted with sheepsfoot roller 12/7/12 TEST PIT NO. 4 SOIL DESCRIPTION TOPSOIL dark brown, dry to moist, loose, porous, silty sand with rootlets SLOPEW ASH (Qsw) y reddish brown, dry to moist loose to medium dense, sand with silt with gravel becomes moist to wet and medium dense SANTIAGO FORMATION (Tsa) light reddish gray, moist, medium dense to dense, sandstone/ claystone bottom of test pit, no caving, no groundwater test pit backfilled and compacted with sheepsfoot roller 12/7/12 Y =DRY DENSITY IN PCF M = MOISTURE CONTENT IN % 15 M M l\tlAJOR DIVISIONS SYlYIBOL DESCRIPTION G'W WELL GRADED GRAVELS OR GRAVEL· SAND MIXTURES, LmLE OR NO FINES GRAVELS GP POORLY GRADED GRAVELS OR GRAVEL-SAND (MORE THAN '11 OF COARSE MIXTURES, UTILE OR NO FINES FRACTION GM SILTY GR.-\ VELS, GR.-\ VEL-SAND-SILT MIXTURES >NO.4 SIEVE SIZE) COARSE GC GRAINED SOILS CLAYEY GR.-\ VELS, GRAVEL-SAND-CLAY MIXTURES (MORE THAI'l !1: Of SOIL> S'\V l NO. 200 SIEVE SIZE) WELL GR.-\DED SANDS OR GRAVELLY SANDS, LITTLE OR NO FINES SANDS SP I (MORE THAN '/, POORLY GR.-\DED SA. 'IDS OR GR.-\ YELL Y SANDS, OF COARSE LITTLE OR NO FINES fR.-\CTION S~I I SILTY SANDS, SILT-SAI'ID MIXTURES <NO.4 SIEVE SIZE) sc CLAYEY SA. 'IDS, SA.'ID-CLA Y MIXTURES ML I INORGA."i!C SILTS AND VERY FINE SA.'IDS, ROCK SILTS & FLO CR. SILTY OR CLA. YEY FINE S.-\NDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY CLAYS CL I INORGA.'i!C CLAYS OF LOW TO ME DrUM LIQC10 LI.\[IT PLASTICITY, GR.-\ YELL Y CL-\ YS, SA.'IDY CLAYS, <50 SILTY CL-\ YS. LEA.'l CLAYS FINE GR.UNED OL I sorLs ORGA."i!C SILTS A."iD ORGANIC S!L TY CU. YS OF LOW PL-\STICITY (MORE TH • .lu'i '/, OF SOIL< MH I NO. 200 SIEVE SIZS) INORG . .lu"liC SiLTS, MICACEOUS OR DIATOtv!ACEOUS SILTS & FINE SA. 'lOY OR SILTY SOILS, ELASTIC SILTS CLAYS CH I LIQUID LIMIT INORGA."l!C CL-\ YS OF HIGH PLASTICITY, FAT >50 CL-\YS OH I ORGA.'f!C CL-\ YS Of MEDIUM TO 1:1IGH PLASTICITY, ORGANIC SILTY CLAYS, ORGk'flC SlL TS HlGHLY ORGA.'HC SOILS \ Pt I PSAT A ... "iD OTHB HIGHLY ORGA.'f!C SOILS CLASSIFICATION CHART (CNIFIED SOIL CLASSIFICATION SYSTEM) 7·~~~--~--~----~------~ CLASSIFIO.TION '~---...:..R..:...:-\"-:"iG-=-E.:...O.:....:Fc_G.:...R....;;..:-\~I:"_' S;_:IZ::....:E:.,;;-5-=-----il I . I I I 1./i I I I LS. STA.'iDARD GR-\.I:'-i SIZE I:'-i I sa j I I 1 I /I I \ y BOCLDE:RS COBBLES STEVE SIZE :\-l!LLI:'.!ETERS .: !o V I I Above 12 Inches Above 305 : \ I \ 1/ I e< i )/ I I 1:. Inches To 3 inches I 305 To 76.:: "' .a i---7---i--'--?"--t-~----7-~-..,..--j I 3 Inches to ~o. 4 76.2 to 4.~6 ~ JO i--\:--:-1 --T-1/-'-i -t-~l,c_/_._J;...___'-\ -i 31nchesto''.:nch i6.~:o:9.! I 1/1 I v· I I ~ i ::.., I I I i ~~.Inch to ~a. 4 19 l m -1.76 ~ =~ I /:'\ 1\ V Fine GR.-\ VEL Cvars,: No.4 to :-.lo. 2GO 4.~6 :o •JJ:'4 I_L 1 / i 1 "'""~~ \ No.4 co No. IO 4.76 to ::.JO •o l'::;;;::=.:::::;;:;:::::::::;r-:---t-·-~"-7'--;---j SA.'iD Coarst: Medium No. 10 to No. 40 2.'J0 to 0.-l21J _.r.::.,c:::;.;;;:-·:my, ~ucc ! ! I Fine No. 40 to No. 200 o.-.:.o :o '),')7 -1 v / I SILT A :'liD CLAY I Below ~o. 200 Bdow oJ r.! GRAIN SIZE CHART EAST COUNTY SOlL CONSL'LTA TION AND E:"!GINEERING, INC. 10925 HARTLEY ROAD, SUTE "l" SANTEE, CALIFO~~IA 910":'1 CS.C.S. SOIL CL\SSIFICATIO~ 0 I Q :o J0 .0 !0 >il 70 oO PLASTICITY CHART COASTAL. LIVING 10 PROJr:C'I' PROJECT ~~0. 12-i 14 7G l p;_,1\TE :10. 3 JA~. 10, 2013 •a ICO COASTAL LIVING 101 DJVERSJF!ED DEVELOPA1ENT PROJECT NO. 12-1 !47Gl PAGE L-1 LA BORA TORY TEST RESULTS EXPANSION INDEX TEST (ASTM D4829) INITIAL SATURATED INITIAL DRY MOISTURE MOISTURE DENSITY EXPANSION CONTENT(%) CONTENT(%) (PCF) INDEX LOCATION 9.3 I7.I I I 1.3 3 TP-2@ 3.0' 14.5 29.3 98.9 77 TP-2@ 8.0' PARTICLE SIZE ANALYSIS (ASTM D422) U.S. Standard Percent Passing Percent Passing Percent Passing Sieve Size TP-3@ 6.0' TP-4@6.0' TP-2 @8.0' Siopewash Slopewash Santiago Formation 2'" -- I" -100 - 1/2" -83 - 3/8" 100 77 - #4 99 63 100 #8 95 40 99 #16 81 17 98 #30 48 8 96 #50 16 5 93 #100 8 4 87 #200 6 3 79 uses SP-SM sw CL 16 COASTAL LIVING 101 DIVERSIFIED DEVELOP/'v!ENT PROJECT NO. 12-1147Gl REFERENCES I. "Limited Geotechnical Investigation, Vista La Costa Residential Development, Parcel 2 of Certificate of Compliance Recorded August 27, 1984, as Document No. 84-3253 75, Gibraltar Street, APN 216-290-20, 21 & 216-290-47, Carlsbad, California 92009", Project No. 12-1147H1, Prepared by East County Soil Consultation and Engineering, Inc., Dated April 24, 2012. 2. "20 10 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2". Published by International Code Council. 3. "Eqfault/ Eqsearch, Version 3.0", by Blake, T.F., 2000, Updated 2008. 4. "Limited Site Investigation, Proposed 26-Unit Apartment Complex, North Side of La Costa Avenue, West ofRomeria Street, City ofCarlsbad, California", Project No. Ol-1147GJ(l)., Prepared by East County Soil Consultation and Engineering, Inc., Dated June 9, 200 I. 5. "Geotechnical and Foundation Engineering: Design and Construction", by Robert W. Day, 1999. 6. "1997 Uniform Building Code. Volume 2, Structural Engineering Design Provisions", Published by International Conference of Building Officials 7. "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada to be used with the 1997 Uniform Building Code'', Published by International Confhence of Building Officials. 8. "Geologic Maps of the Northwestern Part of San Diego County, California", Department of Conservation, Division of Mines and Geology. by Siang S. Tan and Michael P. Kennedy, 1996. 9. ''Bearing Capacity of Soils, Technical Engineering and Design Guides as Adapted from the US Army Corps of Engineers, No.7". Published by ASCE Press, 1994. 10. "Foundations and Earth Structures. Design Manual 7.2". by Department of Navy Naval Facilities Engineering Command, May 1982, Revalidated by Change 1 September 1986. 11. '·Ground Motions and Soil Liquefaction during Earthquakes'', by H.B. Seed and I.M. ldriss, 1982. 17 PERFORMANCE CERTIFICATE: Residential (Part 1 of 5} CF-1R Project Name Building Type D Single Family D Addition Alone I Date Coastal Living Units 1-5 Ill Multi Family D Existing+ Addition/Alteration 1111212013 Project Address California Energy Climate Zone I Total Cond. Floor Area I Addition I# of ~aries Carlsbad CA Climate Zone 07 9,956 n/a FIELD INSPECTION ENERGY CHECKLIST DYes Ill No HERS Measures--If Yes, A CF-4R must be provided per Part 2 of 5 of this form. DYes Ill No Special Features--If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction T_y_pe Cavity (ff) Features (see Part 2 of 5) Status Wall Wood Framed R-13 13,029 New Door Opaque Door None 220 New Roof Wood Framed Attic R-30 4,292 New Slab Unheated Slab-on-Grade None 2,651 Perim = 572' New Floor Wood Framed w/o Crawl Space R-19 1,641 New FENESTRATION U-Exterior ~~~:fit~ Orientation Area(tfj_ Factor SHGC Overhang Sidefins Shades Status Front (lr\1 569.0 0.380 0.36 none none Bug Screen New Left (N) 95.0 0.380 0.36 none none Bug Screen New Rear(E) 807.0 0.380 0.36 none none Bug Screen New Right(S) 166.0 0.380 0.36 none none Bug Screen New , .. '(;~\il HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 5 Central Furnace 80%AFUE Split Air Conditioner 13.0SEER Setback New HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R-Value Status HVACSystem Ducted Ducted Attic, Ceiling Ins, vented 6.0 New WATER HEATING Qty_. Type Gall··r.rs;·,'/'"~Nnm&'f:&tf'~: '''" .~~.,-.• , ~;-...,,.;? ),"'~ ( .,-f \' , ___ •• ,_,u Distribution Status 5 Instant Gas 0 0.82 No Pipe Insulation New MQV ! ® 2Q13 (~:~ 1 ·:r <CJ\': G/\f~U3B/~\J:) EnergyPro 5. 1 by EnergySoft User Number: 2875~l •) i ! •. l.RiJI1Gotlf:k\2l),'f(J!1Jf(:,/t 2T10:08:33 10: Page 1 of9 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-1R Project Name I Building Type 0 Single Family 0 Addition Alone 1 Date Coastal Living Units 1-5 121 Multi Family 0 Existing+ Addition/Alteration 1111212013 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF-4R form for each of the measures listed below for final to be given. EnergyPro 5.1 by EnergySoft User Number: 2875 RunCode: 2013-11-12T10:08:33 10: Page 2of9 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-1R Project Name I Building Type D Single Family D Addition Alone I Date Coastal Living Units 1-5 G1l Multi Family D Existing+ Addition/Alteration 111121201 ~ ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV (kBtu/ft2-y_r) Space Heating 9.94 10.93 -0.99 Space Cooling 5.30 6.06 -0.76 Fans 3.63 3.98 -0.35 Domestic Hot Water 18.23 13.75 4.48 Pumps 0.00 0.00 0.00 Totals 37.09 34.72 2.37 Percent Better Than Standard: 6.4% BUILDING COMPLIES -NO HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (W) 270deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 5.00 (W) 3,843 569 Fuel Available at Site: Natural Gas (N) 3,600 95 Raised Floor Area: 1,641 (E) 3,843 807 Slab on Grade Area: 2,651 (S) 3,600 166 Average Ceiling Height: 9.0 Roof 4,292 0 Fenestration Average U-Factor: 0.38 TOTAL: 1,637 Averaqe SHGC: 0.36 Fenestration/CFA Ratio: 16.4% REMARKS THE INSTALLING CONTRACTORS ARE RESPONSIBLE FOR THE QUANTITY AND SIZING OF HEATING, COOLING AND DHW EQUIPMENT, DUCT SIZING AND EQUIPMENT SELECTION. (§150(h),CEC Blueprint#60) STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author ?r7 ~ 1111212013 Company Gallant Energy Consulting Address 508 W Mission Ave Ste 201 Name Mark Gallant, CEPE City/State/Zip Escondido, CA 92025 Phone 760-743-5408 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance~ using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company Moonlight Designs Address PO Box 300743 Name Robert Talamantes City/State/Zip Escondido, CA 92030 Phone 760-525-2541 Signed License# Date EneravPro 5.1 bv EneravSoft User Number: 2875 RunCode: 2013-11-12T10:08:33 ID: P~3of9 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name I Building Type 0 Single Family 0 Addition Alone Jl Date Coastal Living Units 1-5 Iii Multi Family 0 Existing+ Addition/Alteration 1111212013 OPAQUE SURFACE DETAILS Surface U-Insulation Joint Appendix Type Area Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Wall 3,274 0.102 R-13 270 90 New 4.3.1-A3 bldg Wall 3,425 0.102 R-13 0 90 New 4.3.1-A3 bldg Door 80 0.500 None 0 90 New 4.5.1-A4 bldg Wall 2,896 0.102 R-13 90 90 New 4.3.1-A3 bldg Door 120 0.500 None 90 90 New 4.5.1-A4 bldg Door 20 0.500 None 90 90 New 4.5.1-A4 bldg Wall 3,434 0.102 R-13 180 90 New 4.3.1-A3 bldg Roof 4,292 0.031 R-30 270 18 New 4.2.1-A20 bldg Slab 2,651 0.730 None 0 180 New 4.4.7-A1 bldg Floor 1,641 0.048 R-19 0 180 New 4.4.2-A4 bldg FENESTRATION SURFACE DETAILS ID Type Area U-Factor SHGC~ Azm Status Glazinq Type Location/Comments 1 Window 569.0 0.380 NFRC 0.36 NFRC 270 New NonMetal LowE2 b/cig 2 Window 95.0 0.380 NFRC 0.36 NFRC 0 New NonMetal LowE2 bldg 3 Window 807.0 0.380 NFRC 0.36 NFRC 90 New NonMetal LowE2 bldg 4 Window 166.0 0.380 NFRC 0.36 NFRC 180 New NonMetal LowE2 bldg (1) U-Factor Type: 116-A =Default Table from Standards, NFRC =Labeled Value (2) SHGC Type: 116-B =Default Table from Standards, NFRC =Labeled Value EXTERIOR SHADING DETAILS Window Overhang Left Fin Right Fin ID Exterior Shade Type SHGC Hqt Wd Len Hqt LExt RExt Dist Len Hgt Dist Len Hgt 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 EnerqvPro 5. 1 bv EnergvSoft User Number: 2875 RunCode: 2013-11-12T10:08:33 ID: Page4of9 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5 CF-1R Project Name Building Type D Single Family D Addition Alone Date Coastal Living Units 1-5 121 Multi Family D Existing+ Addition/Alteration 111121201~ BUILDING ZONE INFORMATION Floor Area (ft~) System Name Zone Name New Existing Altered Removed Volume Year Built HVACSystem bldg 9,956 89,604 Totals 9,956 0 0 0 HVAC SYSTEMS System Name Qty. Heating T_y_pe Min. Eff. CoolingT_y_pe Min. Eff. Thermostat Type Status HVACSystem 5 Central Furnace 80%AFUE Split Air Conditioner 13.0 SEER Setback New HV AC DISTRIBUTION Duct Ducts S_y_stem Name HeatinQ CoolinQ Duct Location R-Value Tested? Status HVACSystem Ducted Ducted Attic, Ceiling Ins, vented ci.O D New D D D D WATER HEATING SYSTEMS Ext. Rated Tank Energy Stam:lby Tank Input Cap. Factor Los~: or lnsul. R- System Name Oty. Type Distribution (Btu h) (gal) or RE Pilot Value Status Rinnai R94LS 5 Instant Gas No Pipe Insulation 199,000 0 0.82 nla nla New MULTI-FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Hot Water Piping Length (ft) c •. Q ~"@ -o'S Pipe Pipe lnsul. '0 en Control Qty. HP Plenum Outside Buried <CE System Name Length Diameter Thick. D D D D D EnerqyPro 5. 1 by EnerqySoft User Number: 2875 RunCode: 2013-11-12T10:08:33 10: Page 5 of9 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF-1R Project Name I Date Coastal Living Units 1-5 1111212013 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF-1 R, CF-1 R-ADD, or CF- 1 R-AL T Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum compon•3nt performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF-1 R Form with plans. Building Envelope Measures: §116(a}1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § 116(a)4: 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). §117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. §118(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on CF-6R Form. § 118(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of § 118(i) when the installation of a Cool Roof is specified on the CF-1 R Form. *§150(a): Minimum R-19 insulation in wood-frame ceiling or equivalent U-factor. §150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R-Value. *_§_150_(9_: Minimum R-13 insulation in wood-frame wall or equivalent U-factor. *§150(d): Minimum R-13 insulation in raised wood-frame floor or equivalent U-factor. §150(f): Air retarding wrap is tested, labeled, and installed according to ASTM E1677-95(2000) when specified on the CF-1 R Form. § 150(g): Mandatory Vapor barrier installed in Climate Zones 14 or 16. § 150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0 perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §_150(e)_1A: Masonry or factory-built fireplaces have a closable metal or glass door covering the entire openinq of the firebox. §150(e)1 B: Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is e_g_uipQ_ed with a with a readily accessible, operable, and tight-fitting damper and or a combustion-air control d13vice. §150(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. S~ace Conditioning, Water Heating and Plumbing System Measures: § 11 0-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High-Rise residential occupanc:ies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §i 113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr am exempt), and pool and spa heaters. §150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. § 150(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §150(j)1A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 orgreater. §150(j)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water-heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicatod on the exterior of the tank. § 150(j)2: First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B. §150(j)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. § 150(j)2: Pipe insulation for steam hydronic heating systems or hot water systems > 15 psi, meets the requirements of Standards Table 123-A. § 150(j)3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. § 150(j)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. _§_150(jl4: Solar water-heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 5. 1 by EnergySoft User Number: 2875 RunCode: 2013-11-12T10:08:33 ID: Page 6of9 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1R Project Name I Date Coastal Living Units 1-5 1111212013 § 150(m) 1 : All air-distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply-air and return-air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct-closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used § 150(m) 1: 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. § 150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubbelr adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §_150(mj_7: Exhaust fan ~stems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause d~gradation of the material. § 150(m)1 0: Flexible ducts cannot have porous inner cores. §150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low-Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with ope1rating instructions; and shall not use electric resistance heatinQ or a pilot liQht. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. ~ 114(b)2: Outdoor pools or spas that have a heat pump or Qas heater shall have a cover. §114(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 proQrammed to run only durinQ off-peak electric demand periods. §150(p): Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150(p). Residential Lighting Measures: § 150(k) 1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire as specified by §150(k)2. §150(k)3: The wattaQe of permanently installed luminaires shall be determined as specified by §130(d). § 150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a linEl-voltage socket or line- voltage lamp holder; OR shall be rated to·consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw-base socket. ~ 150(k)6: LiQhtinQ inteQral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of ~ 150(k). § 150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system; and aU permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet; and utility rooms are high efficacy and controlled by a manual-on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 5.1 by Energy Soft User Number: 2875 RunCode: 2013-11-12T10:08:33 10: Page 7 of9 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-1R Project Name I Date Coastal Living Units 1-5 1111212013 §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual-on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual-on occupancy sensor. § 150(k) 11: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual- on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detachled storage building less than 1000 square feet located on a residential site is not required to comply_ with§_150(kj_11. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. § 150(k) 13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomicaltime clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exception1 to §150(k)13 may be controlled by a temporary override switch whi1ch bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be hiQh efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw-base socket, and consume no more than five watts of power as determined accordingto §13Qfd). § 150(k) 15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 14 7. Lighting for parking garages for 8 or more vehicles shall corn ply with the applicable requirements of Sections 130, 131, 134, and 146. § 150(k) 16: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential bui ldingn with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certified to comply with the applicable requirements of §119. EnergyPro 5. 1 by EnergySoft User Number: 2875 RunCode: 2013-11-12T10:08:33 10: Page 8 of9 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Date Coastal Living Units 1-5 11/12/2013 System Name Floor Area HVAC System 9,956 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 5 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 60,000 Total Room Loads 7,136 150,197 10,003 3,126 122,943 Total Output (Btuh) 300,000 Return Vented Lighting 0 Output (Btuh/sqft) 30.1 Return Air Ducts 4,146 4,543 Cooling S_ystem Return Fan 0 0 Output per System 47,000 Ventilation 0 0 0 0 0 Total Output (Btuh) 235,000 Supply Fan 0 0 Total Output (Tons) 19.6 Supply Air Ducts 4,146 4,543 Total Output (Btuh/sqft) 23.6 Total Output (sqft/Ton) 508.4 TOTAL SYSTEM LOAD 158,489 10,003 132,030 Air System CFM per System 1,600 HVAC EQUIPMENT SELECTION Airflow (cfm) 8,000 Rheem RGPN07NAMGR/4T 183,209 4E•,938 300,000 Airflow (cfm/sqft) 0.80 Airflow (cfm/Ton) 408.5 Outside Air (%) 0.0% Total Adjusted System Output 183,209 4~~.938 300,000 Outside Air (cfm/sqft) 0.00 (Adjusted for Peak Design conditions) Note: values above given at ARI conditions TIME OF SYSTEM PEAK Aug:l PM I Jan 1 AM HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 34°f 67 Of 67°f 105 Of - --"' ... • i I Itt Outside Air + .-4 ~ Ocfm Supply Fan Heating Coil 104 Of 8,000 cfm ROOM 67 Of 68 Of -~ I I i 0 I COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83/68 Of 75 I 62 Of 75 I 62 Of 55/54 Of tll I I 1J Outside Air -A ~ ~ 0 cfm Supply Fan Cooling Coil 55 I 54 °f ' 8,000 cfm 46.7% ROOM 75 f 62 Of 75 I 62 °f -~ I I I 0 I ~ - EnergyPro 5. 1 by EnergySoft User Number: 2875 RunCode: 2013-11-12T10:08:33 ID: Page 9of9 PERFORMANCE CERTIFICATE: Residential (Part 1 of 5) CF-1R Project Name Building Type D Single Family D Addition Alone I Date Coastal Living Units 6-7 liZl Multi Family D Existing+ Addition/ Alteration 11112/2013 Project Address California Energy Climate Zone I Total Cond. Floor Area I Addition I# of ~cries Carlsbad CA Climate Zone 07 4,331 n/a FIELD INSPECTION ENERGY CHECKLIST DYes 1!:1 No HERS Measures--If Yes, A CF-4R must be provided per Part 2 of 5 of this form. DYes 1!:1 No Special Features--If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction Type Cavity (ff) Features (see Part 2 of 5) Status Wall Wood Framed R-13 5,675 New Door Opaque Door None 88 New Roof Wood Framed Attic R-30 1,738 New Slab Unheated Slab-on-Grade None 969 Perim = 208' New Floor Wood Framed wlo Crawl Space R-19 769 New FENESTRATION U-Exterior Orientation Area(tf) Factor SHGC Overhang Sidefins Shades Status Front (W) 54.0 0.380 0.36 none none Bug Screen New Left (N) 196.0 0.380 0.36 none none Bug Screen New Rear(E) 138.0 0.380 0.36 none none Bug Screen New Right(S) 527.0 0.380 0.36 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 2 Central Furnace 80%AFUE Split Air Conditioner 13.0 SEER Setback New HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R-Value Status HVACSystem Ducted Ducted Attic, Ceiling Ins, vented 6.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 2 Instant Gas 0 0.82 No Pipe Insulation New EnergyPro 5. 1 by EnergySoft User Number: 2875 RunCode: 2013-11-12T10:09:15 ID: Page 1 of6 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-1R Project Name I Building Type 0 Single Family 0 Addition Alone I Date Coastal Living Units 6-7 121 Multi Family 0 Existing+ Addition/Alteration 1111212013 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies bas13d on the adequacy of the special justification and documentation submitted. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF-4R form for each of the measures listed below for final to be qiven. EneravPro 5.1 bv EneravSoft User Number: 2875 RunCode: 2013-11-12T10:09:15 ID: Paae 2of6 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-1R Project Name I Building Type D Single Family D Addition Alone I Date Coastal Living Units 6-7 GZI Multi Family D Existing+ Addition/Alteration 111121201 ~ ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV (kBtu/fe-yr) Space Heating 10.31 11.12 -0.81 Space Cooling 6.87 6.63 0.25 Fans 4.09 4.15 -0.06 Domestic Hot Water 17.45 13.45 4.00 Pumps 0.00 0.00 0.00 Totals 38.72 35.35 3.38 Percent Better Than Standard: 8.7% BUILDING COMPLIES -NO HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (W) 270deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 2.00 (W) 1.s·r8 54 Fuel Available at Site: Natural Gas (N) 1,521 196 Raised Floor Area: 769 (E) 1,8'J8 138 Slab on Grade Area: 969 (S) 1,521 527 Average Ceiling Height: 9.0 Roof 1,738 0 Fenestration Average U-Factor: 0.38 TOTAL: 915 Averaqe SHGC: 0.36 Fenestration/CFA Ratio: 21.1% REMARKS THE INSTALLING CONTRACTORS ARE RESPONSIBLE FOR THE QUANTITY AND SIZING OF HEATING, COOLING AND DHW EQUIPMENT, DUCT SIZING AND EQUIPMENT SELECTION. (§150(h),CEC Blueprint#60) STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author /11 ~ 1111212013 Company Gallant Energy Consulting Address 508 W Mission Ave Ste 201 Name Mark Gallant, CEPE Ci!YfState/Zip Escondido, CA 92025 Phone 760-743-5408 Sioned Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance! using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelopE~ sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company Moonlight Designs Address PO Box 3007 43 Name Robert Talamantes City/State/Zip Escondido, CA 92030 Phone 760-525-2541 Signed License# Date EneravPro 5.1 b_li_Enefmi_Soft User Number: 2875 RunCode: 2013-11-12T10:09:15 ID: Pqqe 3 of6 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name I Building Type D Single Family D Addition Alone ~~ Date Coastal Living Units 6-7 121 Multi Family D Existing+ Addition/Alteration 1111212013 OPAQUE SURFACE DETAILS Surface U-Insulation Joint Appendix Type Area Factor Cavill{ Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Wall 1,724 0.102 R-13 270 90 New 4.3.1-A3 bldg Door 40 0.500 None 270 90 New 4.5.1-A4 bldg Wall 1,277 0.102 R-13 0 90 New 4.3.1-A3 bldg Door 48 0.500 None 0 90 New 4.5.1-A4 bldg Wall 1,680 0.102 R-13 90 90 New 4.3.1-A3 bldg Wall 994 0.102 R-13 180 90 New 4.3.1-A3 bldg Roof 1,738 0.031 R-30 270 18 New 4.2.1-A20 b/dq Slab 969 0.730 None 0 180 New 4.4.7-A1 bldg Floor 769 0.048 R-19 0 180 New 4.4.2-A4 bldg FENESTRATION SURFACE DETAILS ID Type Area U-Factor SHGC" Azm Status Glazing Ty_Q_e Location/Comments 1 Window 54.0 0.380 NFRC 0.36 NFRC 270 New NonMetal LowE2 bkig 2 Window 196.0 0.380 NFRC 0.36 NFRC 0 New NonMetal LowE2 bldg 3 Window 138.0 0.380 NFRC 0.36 NFRC 90 New NonMetal LowE2 blrlg 4 Window 527.0 0.380 NFRC 0.36 NFRC 180 New NonMetal LowE2 bldg (1) U-Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value (2) SHGC Type: 116-8 = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS Window Overhang Left Fin Right Fin ID Exterior Shade Type SHGC Hgt Wd Len Hgt LExt RExt Dist Len Hgt Dist Len Hgt 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 Energypro 5. 1 by_ Energy§ oft User Number: 2875 RunCode: 2013-11-12T10:09:15 10: Paqe 4of6 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-1R Project Name Building Type 0 Single Family 0 Addition Alone Date Coastal Living Units 6-7 121 Multi Family 0 Existing+ Addition/Alteration 111121201:3 BUILDING ZONE INFORMATION Floor Area (ff) System Name Zone Name New Existing Altered Removed Volume Year Built HVACSystem bldg 4,331 38,979 Totals 4,331 0 0 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eft. Thermostat Type Status HVACSystem 2 Central Furnace 80%AFUE Split Air Conditioner 13.0SEER Setback New HV AC DISTRIBUTION Duct Ducts System Name HeatinQ CoolinQ Duct Location R-Value Tested? Status HVACSystem Ducted Ducted Attic, Ceiling Ins, vented 6.0 0 New 0 0 0 0 WATER HEATING SYSTEMS Ext. Rated Tank Energy Stanclby Tank Input Cap. Factor Loss or lnsul. R- System Name Qty. Type Distribution (Btu h) (gal) or RE Pilot Value Status Rinnai R94LS 2 Instant Gas No Pipe Insulation 199,000 0 0.82 nla nla New MULTI-FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Hot Water Piping Length (ft) c •. Q ~Cti -o"S Pipe Pipe lnsul. -om Control Qty. HP Plenum Outside Buried ~E System Name Length Diameter Thick. 0 0 0 0 0 EnergyPro 5. 1 by EnergySoft User Number: 2875 RunCode: 2013-11-12T10:09:15 10: Page 5of6 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Date Coastal Living Units 6-7 11/12/2013 System Name Floor Area HVAC System 4,331 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 2 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 60,000 Total Room Loads 2,609 55,022 4,176 1,399 54,938 Total Output (Btuh) 120,000 Return Vented Lighting 0 Output (Btuh/sqft) 27.7 Return Air Ducts 1,519 2,030 Cooling System Return Fan 0 0 Output per System 47,000 Ventilation 0 0 0 0 0 Total Output (Btuh) 94,000 Supply Fan 0 0 Total Output (Tons) 7.8 Supply Air Ducts 1,519 2,030 Total Output (Btuh/sqft) 21.7 Total Output (sqft!Ton) 552.9 TOTAL SYSTEM LOAD 58,059 4,176 58,998 Air System CFM per System 1,600 HVAC EQUIPMENT SELECTION Airflow {cfm) 3.200 Rheem RGPN07NAMGR/4T 73,132 18,538 120,000 ··"'-- Airflow {cfm/sqft) 0.74 Airflow (cfm!Ton) 408.5 Outside Air (%) 0.0% Total Adjusted System Output 73,132 11:1,538 120,000 Outside Air (cfm/sqft) 0.00 (Adjusted for Peak Design conditions) Note: values above given at ARI conditions TIME OF SYSTEM PEAK Aug :3 PM I Jan 1 AM HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 34°F 67 °F 67"F 105 "F ®<" ~-·r·l-1--!J- Outside Air ~ ~ t- Ocfm Supply Fan Heating Coil 104 °F 3,200 cfm ROOM 67 Of 68 °F I -~ ~ I COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83 I 68 Of 75/62 Of 75 I 62 Of 55/54 Of ·[I I I ~ Outside Air -4 ~ ... 0 cfm Supply Fan Cooling Coil 55/54 °f 3,200 cfm ~ROOM 46.8 o/o 75 f 62 °F 75 I 62 °F ·n I I I 10 ~ I ~ ~ EnergyPro 5.1 by EnergySoft User Number: 2875 RunCode: 2013-11-12T10:09:15 ID: Page 6of6 PERFORMANCE CERTIFICATE: Residential (Part 1 of 5) CF-1R Project Name Building Type 0 Single Family 0 Addition Alone I Date Coastal Living Units 8-10 Ill Multi Family 0 Existiflg+ Mdition/Aiteration 1111212013 Project Address California Energy Climate Zone I Total Cond. Floor Area J Addition I# of ~aries Carlsbad CA Climate Zone 07 5,474 n/a FIELD INSPECTION ENERGY CHECKLIST DYes Ill No HERS Measures--If Yes, A CF-4R must be provided per Part 2 of 5 of this form. DYes Ill No Special Features--If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction Type Cavity (ff) Features (see Part 2 c1f 5) Status Wall Wood Framed R-13 6,298 New Door Opaque Door None 132 New Roof Wood Framed Attic R-30 3,441 New Slab Unheated Slab-on-Grade None 2,437 Perim =402' New Floor Wood Framed wlo Crawl Space R-19 1,004 New FENESTRATION U-Exterior Orientation Area(tf) Factor SHGC Overhang Sidefins Shades Status Front(WJ 373.3 0.380 0.36 none none Bug Screen New Left (N) 95.0 0.380 0.36 none none Bug Screen New Rear(E) 383.5 0.380 0.36 none none Bug Screen New Right(S) 26.0 0.380 0.36 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 3 Central Furnace 80%AFUE Split Air Conditioner 13.0SEER Setback New HVAC DISTRIBUTION Duct Location Heatin_g_ Cooling Duct Location R-Value Status HVACSystem Ducted Ducted Attic, Ceiling Ins, vented 6.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 3 Instant Gas 0 0.82 No Pipe Insulation New EnergyPro 5. 1 by EnergySoft User Number: 2875 RunCode: 2013-11-12T10:11:45 ID: Page 1 of6 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-1R Project Name I Building Type 0 Single Family 0 Addition Alone .I Date Coastal Living Units 8-10 121 Multi Family 0 Existing+ Addition/Alteration 11112/2013 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that othetwise complies bas1:3d on the adequacy of the special justification and documentation submitted. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF-4R form for each of the measures listed below for final to be given. EneravPro 5. 1 bv EneravSoft User Number: 2875 RunCode: 2013-11-12T10:11:45 /D: Page 2of6 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-1R Project Name I Building Type D Single Family D Addition Alone I· Date Coastal Living Units 8-10 [il Multi Family D Existing+ Addition/Alteration 111121201:; ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV (kBtulfe-vr) Space Heating 8.62 10.06 -1.43 Space Cooling 3.95 5.16 -1.21 Fans 3.19 3.72 -0.53 Domestic Hot Water 19.12 14.11 5.01 Pumps 0.00 0.00 0.00 Totals 34.88 33.04 1.84 Percent Better Than Standard: 5.3% BUILDING COMPLIES • NO HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (W) 270deg Ext. Wails/Roof Wall Area Area Number of Dwelling Units: 3.00 (W) 2,106 373 Fuel Available at Site: Natural Gas (N) 1,548 95 Raised Floor Area: 1,004 (E) 2,106 384 Slab on Grade Area: 2,437 (S) 1,548 26 Average Ceiling Height: 9.0 Roof 3,441 0 Fenestration Average U-Factor: 0.38 TOTl\L: 878 Average SHGC: . 0.36 Fenestration/CFA Ratio: 16.0% REMARKS THE INSTALLING CONTRACTORS ARE RESPONSIBLE FOR THE QUANTITY AND SIZING OF HEATING, COOLING AND DHW EQUIPMENT, DUCT SIZING AND EQUIPMENT SELECTION. (§150(h),CEC Blueprint#60) STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author ~ ~~ 1111212013 Company Gallant Energy Consulting Address 508 W Mission Ave Ste 201 Name Mark Gallant, CEPE City/State/Zip Escondido, CA 92025 Phone 760-743-5408 SiQned Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with tho specifications, and with any other calculations submitted with this permit application, and recognizes that compliance: using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelopG sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company Moonlight Designs Address PO Box 3007 43 Name Robert Talamantes City/State/Zip Escondido, CA 92030 Phone 760-525-2541 Signed License# Date EneravPro 5.1 bv EneravSoft User Number: 2875 RunCode: 2013-11-12T10:11:45 ID: Paae 3of6 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name I Building Type 0 Single Family 0 Addition Alone ~~Date Coastal Living Units 8-10 Iii Multi Family 0 Existing+ Addition/Alteration 1111212013 OPAQUE SURFACE DETAILS Surface U-Insulation Joint Appendix Type Area Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Wall 1,601 0.102 R-13 270 90 New 4.3.1-A3 bldg Door 72 0.500 None 270 90 New 4.5.1-A4 bldg Door 60 0.500 None 270 90 New 4.5.1-A4 bldg Wall 1,453 0.102 R-13 0 90 New 4.3.1-A3 bldg Wall 1,723 0.102 R-13 90 90 New 4.3.1-A3 bldg Wall 1,522 0.102 R-13 180 90 New 4.3.1-A3 bldg Roof 3,441 0.031 R-30 270 18 New 4.2.1-A20 bldq Slab 2,437 0.730 None 0 180 New 4.4.7-A1 bldg Floor 1,004 0.048 R-19 0 180 New 4.4.2-A4 bldg FENESTRATION SURFACE DETAILS ID Type Area U-Factor SHGC" Azm Status Glazing Type Location/Comments 1 Window 373.3 0.380 NFRC 0.36 NFRC 270 New NonMetal LowE2 bldg 2 Window 95.0 0.380 NFRC 0.36 NFRC 0 New NonMetal LowE2 bk:ig 3 Window 383.5 0.380 NFRC 0.36 NFRC 90 New NonMetal LowE2 bldg 4 Window 26.0 0.380 NFRC 0.36 NFRC 180 New NonMetal LowE2 bldg (1) U-Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value (2) SHGC Type: 116-B =Default Table from Standards, NFRC =Labeled Value EXTERIOR SHADING DETAILS Window Overhang Left Fin RiQht Fin ID Exterior Shade Type SHGC HQt Wd Len Hgt LExt RExt Dist Len H_gt Dist Len Hgt 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 EnergyPro 5. 1 by EnergySoft User Number: 2875 RunCode: 2013-11-12T10:11:45 ID: Paqe4of6 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-1R Project Name Building Type D Single Family D Addition Alone Date Coastal Living Units 8-10 IZl Multi Family D Existing+ Addition/Alteration 111121201..; BUILDING ZONE INFORMATION Floor Area _(ft~) System Name Zone Name New Existil'1g Altered Removed Volume Year Built HVACSystem bldg 5,474 49,266 Totals 5,474 0 0 0 HVAC SYSTEMS System Name Qty. HeatinQ Type Min. Eff. CoolinQ Type Min. Eff. Thermostat Type Status HVACSystem 3 Central Furnace 80%AFUE Split Air Conditioner 13.0 SEER Setback New HV AC DISTRIBUTION Duct Ducts System Name Heating Cooling Duct Location R-Value Tested? Status HVACSystem Ducted Ducted Attic, Ceiling Ins, vented ci.O D New D D D D WATER HEATING SYSTEMS Ext. Rated Tank Energy Stamjby Tank Input Cap. Factor Loss or lnsul. R- System Name Qty. Type Distribution (Btu h) (gal) or RE Pilot Value Status Rinnai R94LS 3 Instant Gas No Pipe Insulation 199,000 0 0.82 n/c; nla New MULTI-FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Hot Water Piping Length (ft) c ~g ;S:ro -o"S Pipe Pipe lnsul. -ocn Control Qty. HP Plenum Outside Buried <t:.S System Name Length Diameter Thick. D D D D D EnergyPro 5. 1 by EnergySoft User Number: 2875 RunCode: 2013-11-12T10:11:45 ID: Paqe 5 of6 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Date Coastal Living Units 8-10 11/12/2013 System Name Floor Area HVAC System 5,474 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 3 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 60,000 Total Room Loads 4,017 84,393 5,385 1,656 65,114 Total Output (Btuh) 180,000 Return Vented lighting 0 Output (Btuh/sqft) 32.9 Return Air Ducts 2,329 2,406 Cooling System Return Fan 0 0 Output per System 41,500 Ventilation 0 0 0 0 0 Total Output (Btuh) 124,500 Supply Fan 0 0 Total Output (Tons) 10.4 Supply Air Ducts 2,329 2,406 Total Output (Btuh/sqft) 22.7 Total Output (~qft!Ton) 527.6 TOTAL SYSTEM LOAD 89,052 ~;,385 69,927 Air System CFM per System 1,400 HVAC EQUIPMENT SELECTION Airflow (cfm) 4,200 Rheem RGPN07NAMGR!3.5T 96,644 24,794 180,000 Airflow (cfm/sqft) 0.77 Airflow (cfm!Ton) 404.8 Outside Air (%) 0.0% Total Adjusted System Output 96,644 24,794 180,000 Outside Air (cfm/sqft) 0.00 (Adjusted for Peak Design conditions) Note: values above given at ARI conditions TIME OF SYSTEM PEAK Aug 3 PM I Jan 1 AM HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 34"F 67°F 67 °F 105 Of __.. -I J I tt Outside Air ~ ~ .... Ocfm Supply Fan Heating Coil 104 Of 4,200 cfm ROOM 67 °F 68 "f 0 I I I 0 J COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83 I 68 °F 76/62 °F 76/62 Of 55/54 °F ffil ~ ~ Outside Air _. r 0 cfm Supply Fan Cooling Coil 56 I 54 °F 4,200 cfm jROOM 46.8% 76/62 °F 75/62°F 1 J '~ I - EnergyPro 5.1 by EnergySoft User Number: 2875 RunCode: 2013-11-12T10:11:45 10: Page 6 of6 CITY OF CERTIFICATION OF SCHOOL FEES PAID B-34 Develo,fl.ment 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 Coastal Living 10 Project 10: CT/MS: CT 13-02 Building Permit Plan Check Number: ...:..P_::C:.....1.:....:3:::....-=58=------------------------ Project Address: 2529 NAVARRA DR. A P.N _,2,._,1=6_,-1'-'-7=0-_...1..._9-...xO.:...O ___________________ _ Project Applicant (Owner Name): COASTAL LIVING 10, LLC Project Description: 10 RESIDENTAIL CONDOMINIUMS Building Type __..o.;R...,E..,.,S=ID....,E=N-"-"T.._..IA"-1!!0-L ___________________ _ Residential: NEW DWELLING UNIT(S) 19,793 Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: Square Feet of Living Area in SOU ----------------------------------------------------------- Residential Additions: Net Square Feet New Area ----------~----------------------------------------------- Commercial/Industrial: Net Square Feet New Area ----------~----------------------------------------------- City Certification of Applicant Information: ---GP-~~=~~=~=---------------'D=a=t=e___,_11..:..:./=26=/=2=0.:....:13=----- SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD 0 Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) 0 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 x1166) 0 Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (760-726-2170) 0 San Marcos Unified School District 255 Pico Ave Ste. 100 San Marcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt. Only) 1Zl San Dieguito Union High School District-By Appointment Only 684 Requeza Dr. Encinitas, CA 92024 (760-753-6491 X 5514) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) *************************************************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER 8-34 Page 2 of2 Rev. 03/09 CERTIFICATION OF SCHOOL FEES PAID 8-34 Develo12,ment Servicg_!i_ 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 Coastal Living 10 Project 10: CT/1'\IlS: CT 13-02 Building Permit Plan Check Number: ....:.P-=C~13:...-..::5.:.8 _______________________ _ Project Address: 2529 NAVARRA DR. A. P. N 216-170-19-00 ~~~~~~--------------------------------- Project Applicant (Owner Name): COASTAL LIVING 10, LLC Project Description: 10 RESIDENTAIL CONDOMINIUMS Building Type --LR!.!:E~S!!.!.!ID!o!JE""'Nu.T..!..!I!.!::A~L,___ ___________________ _ Residential: NEW DWELLING UNIT(S) 19,793 Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: Square Feet of Living Area in SOU ------~------------~--------------------- Residential Additions: Net Square Feet New Area ----------~--------------------------------- Commercial/Industrial: Net Square Feet New Area ----------~----------------------------------------------- City Certification of Applicant Information: --.J~~~~:.....~~~!i:!!:L.--------------.!:D~a"""'te"'---!1.1/26/2013 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD 0 Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (760-726-2170) 0 San Marcos Unified School District 255 Pico Ave Ste. 100 San Marcos, CA 92069 (760-290-2649) --==-----------------------h==--------------------1'-C_o_n_ta_ct_:_N_a_nc....!.y Dolce (By Appt. Only) ~ Encinitas Union School District 0 San Dieguito Union High School District-By Appoointment Only 101 South Rancho Santa Fe Rd 684 Requeza Dr. Encinitas, CA 92024 Encinitas, CA 92024 (760-944-4300 x1166) (760-753-6491 x 5514) Certification of ApplicanUOwners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: / ---==~,,....a:A ..... ·.....,· -~~"'-;/-r/ ....... _,...,.-7'--·z"""'/-/=0=--=,....-______ nate: _L:_-.r/--P 8-34 Page 1 of2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) *************************************************************************************'************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER l&Uuh,ul~ (kGL{. I 2MLk· 8 . ...;.......;s~:...::;.__· __ &I Wuttw ~~---=----- 1{36[16 8-34 Page 2 of2 Rev. 03/09 SEWER DISTRICT CERTIFICATION, B-19 Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov [8J Leucadia Sewer District 1960 La Costa Ave. Carlsbad, CA 92009 760-753-0155 D Vallecitos Sewer District 201 Vallecitos de Oro San Marcos, CA 92069 760-7 44-0460 The following project has been submitted for building permits: Plan Check No. __._P__,.C'--1,_,3'--'-5...,8<!..__ _____________ ___,D=a,_,t,_e_._1_,_,1/'""'2~6/'""'2""'0__,_,13"'----- Property Owner COASTAL LIVING 10, LLC Project Address 2529 NAVARRA DR., CARLSBAD, CA Assessor's Parcel No.,_,2.,_1,_,6'---1_._,7'--"0,_-1_._,9"-----=oo"'----------------------- Project Description 1 0 Residential Condominiums City Certification: ----.~~~=""-----'~~~="-----------------=D=a=te=:-=1'-'-1.:..::/2=6"--"/~=,!,_,0'-'1-"'3-- Please indicate in the space below that the owner has entered into an agreement to have your agency provide public sewer service to the premises, and/or if the existing SE!rvice is adequate for this project and all required fees have been paid. Permits will not be issued until this form is completed and returned to our office. :·················································································································· 0 0 This space to be completed by District Personnel I certify the district requirements for sewer service have been satisfied. Approved by t:~ l~ Date d/llo /15 Title FIELD SERVICES SPECIALIST aaaaaaaaaaaaaaaaaaaaaaaGaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa,aaaaaaaaaaaaaaaaaa• B-36 Page 1 of 1 Rev. 03/09 0 City of Carlsbad Permit No: '''A1'dres§, 1 >'', Type of''Wo~,~ ,,.41 SFD and Duplexes Residential Additions Remodels I Lofts Apartments & Multi-family Garages/Sun rooms/Solariums Patio/Porch/Carport Enclosed Patio Decks/Balconies/Stairs Retaining Walls, concrete,masonry Pools/Spas-Gun ite TI/Stores, Offices TI/Medical, restaurant, H occupancies Photovoltaic Systems/# of panels Fire Sprinkler System Air Conditioning-commercial Air Conditioning-residential Fireplace/ concrete, masonry Fireplace/ prefabricated Metal Valuation: Comm/Res (C/R): Building Fee Plan Check Fee Strong Motion Fee Green Bldg. Stand. Fee Green Bldg PC Fee License Tax/PFF License Tax/PFF (in CFD) CFD 1st hour of Plan CheckF ire Expedite Plumbing Mechanical Electrical VALUATION WORKSHEET Building Division Date ,si;.;.Area'(lf'i!V\lo~~ · • · .. :, M~l~;plier , , .·• h<'' VALUf';'llt#44~3; 0. 1,829 $110.17 $201,500.93 $131.73 $0.00 $57.48 $0.00 $98.20 $0.00 400 $28.74 $11,496.00 26 $9.58 $249.08 $15.51 $0.00 449 $15.57 $6,990.93 $19.16 $0.00 $40.72 $0.00 $37.12 $0.00 $50.30 $0.00 $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 2,229 $3.11 $6,932.19 $5.03 $0.00 $4.19 $0.00 $3,855.98 $0.00 $2,621.34 $0.00 $0.00 $0.00 TOTAL $227,169.13 $227,169 CfD c ~Yes (PFF=1.82%} ~No (PFF = 3.5%) $1,197.38 Land Use: $838.17 Density: $48.00 Improve. Area: $8.00 Fiscal Year: $150.00 Annex. Year: Factor: $7,950.92 CREDITS $4,134.48 PFF and/or CFD Explanation: TBD TBD TBD City of Carlsbad VALUATION WORKSHEET Building Division Permit No: '~'27~/ Lf ,,,_,,,, .,,, '~'""'"'~''' L;r·;?sll ''*t~4;;ryp,o;f work ';-;c>jf,,~0 ... , ',," . ,, ;:-. ~~' .,'~{''t\ ··0}+\jtj It"' ... Ate'S of Work ... .. , ·>"'tMult~plier ''·::.;. .'"':S~.· ·s:tt:l'VJt!IJE,0.\~· •. ~ SFD and Duplexes 1,988 $110.17 $219,017.96 Residential Additions $131.73 $0.00 Remodels I Lofts $57.48 $0.00 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums 400 $28.74 $11,496.00 Patio/Porch/Carport 33 $9.58 $316.14 Enclosed Patio $15.51 $0.00 Decks/Balconies/Stairs 202 $15.57 $3,145.14 Retaining Walls, concrete,masonry $19.16 $0.00 Pools/Spas-Gunite $40.72 $0.00 TI/Stores, Offices $37.12 $0.00 TI/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/# of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System 2,388 $3.11 $7,426.68 Air Conditioning-commercial $5.03 $0.00 Air Conditioning -residential $4.19 $0.00 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL $241,401.92 Valuation: $241,402 CFD Comm/Res (C/R}: c ~Yes (PFF=l.82%) ~No (PFF = 3.5%} Building Fee $1,252.26 Land Use: Plan Check Fee $876.58 Density: Strong Motion Fee $51.00 Improve. Area: Green Bldg. Stand. Fee $8.00 Fiscal Year: Green Bldg PC Fee $150.00 Annex. Year: Factor: License Tax/PFF $8,449.07 License Tax/PFF (in CFD) $4,393.51 CREDITS PFF and/or CFD CFD Explanation: 1st hour of Plan Check Fire Expedite Plumbing TBD Mechanical TBD Electrical TBD City of Carlsbad VALUATION WORKSHEET Building Division Permit No: 5 ld. ·· "'~~1Jkt:e,g:;~f:Worltj)kkt,·. .. : ·· ~'? Area ofW~rk. ·:'r'~1M!.:~ltiplier . . ... };: VALUE':· :y~*+ "''' SFD and Duplexes 2,148 $110.17 $236,645.16 Residential Additions $131.73 $0.00 Remodels I Lofts $57.48 $0.00 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums 400 $28.74 $11,496.00 Patio/Porch/Carport 384 $9.58 $3,678.72 Enclosed Patio $15.51 $0.00 Decks/Balconies/Stairs $15.57 $0.00 Retaining Walls, concrete,masonry $19.16 $0.00 Pools/$pas-Gunite $40.72 $0.00 TI/Stores, Offices $37.12 $0.00 TI/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/# of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System 2,548 $3.11 $7,924.28 Air Conditioning-commercial $5.03 $0.00 Air Conditioning -residential $4.19 $0.00 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL $259,744.16 Valuation: $259,744 CFD Comm/Res (C/R): c ~Yes (PFF=1.82%} ~No (PFF = 3.5%} Building Fee $1,322.82 Land Use: Plan Check Fee $925.97 Density: Strong Motion Fee $55.00 Improve. Area: Green Bldg. Stand. Fee $8.00 Fiscal Year: Green Bldg PC Fee $150.00 Annex. Year: Factor: License Tax/PFF $9,091.05 License Tax/PFF (in CFD) $4,727.34 CREDITS PFF and/or CFD CFD Explanation: 1st hour of Plan Check Fire Expedite Plumbing TBD Mechanical TBD Electrical TBD City of Carlsbad Permit No: "'.(A\ddress 6 [<;;silf,eT:•; . ·i:4.(.TyFIJ'ofW:p,rk .. ;;<]';; sf SFD and Duplexes Residential Additions Remodels I Lofts Apartments & Multi-family Garages/Sun rooms/Solariums Patio/Porch/Carport Enclosed Patio Decks/Balconies/Stairs Retaining Walls, concrete,masonry Pools/Spas-Gunite TI/Stores, Offices TI/Medical, restaurant, H occupancies Photovoltaic Systems/# of panels Fire Sprinkler System Air Conditioning-commercial Air Conditioning-residential Fireplace/ concrete, masonry Fireplace/ prefabricated Metal Valuation: Comm/Res (C/R): Building Fee Plan Check Fee Strong Motion Fee Green Bldg. Stand. Fee Green Bldg PC Fee License Tax/PFF License Tax/PFF (in CFD) CFD 1st hour of Plan CheckFire Expedite Plumbing Mechanical Electrical VALUATION WORKSHEET Building Division . Date. :~C/ Area of~\Prk ,;•. ... M~.Wwler· ; . . ,;r. , VALl.feJll.(.(.(.({>r . · . 2,119 $110.17 $233,450.23 $131.73 $0.00 $57.48 $0.00 $98.20 $0.00 400 $28.74 $11,496.00 50 $9.58 $479.00 $15.51 $0.00 181 $15.57 $2,818.17 $19.16 $0.00 $40.72 $0.00 $37.12 $0.00 $50.30 $0.00 $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 2,519 $3.11 $7,834.09 $5.03 $0.00 $4.19 $0.00 $3,855.98 $0.00 $2,621.34 $0.00 $0.00 $0.00 TOTAL $256,077 c ltr Yes (PFF=1.82%) ltr No (PFF = 3.5%) $1,311.06 Land Use: $917.74 Density: $54.00 Improve. Area: $8.00 Fiscal Year: $150.00 Annex. Year: Factor: $8,962.71 $4,660.61 CREDITS PFF and/or CFD Explanation: TBD TBD TBD City of Carlsbad Permit No: . A~fi!.ress 7 ,.,~J\l < LW~;;; Type QfMto.rlt< ···· SFD and Duplexes Residential Additions Remodels I Lofts Apartments & Multi-family Garages/Sunrooms/Solariums Patio/Porch/Carport Enclosed Patio Decks/Balconies/Stairs Retaining Walls, concrete,masonry Pools/Spas-Gun ite TI/Stores, Offices TI/Medical, restaurant, H occupancies Photovoltaic Systems/# of panels Fire Sprinkler System Air Conditioning-commercial Air Conditioning-residential Fireplace/ concrete, masonry Fireplace/ prefabricated Metal Valuation: Comm/Res (C/R): Building Fee Plan Check Fee Strong Motion Fee Green Bldg. Stand. Fee Green Bldg PC Fee License Tax/PFF License Tax/PFF (in CFD) CFD 1st hour of Plan CheckFire Expedite Plumbing Mechanical Electrical VALUATION WORKSHEET Building Division Aii~@;;Q~,Work ;:~ "t;;(:/Multipli~? ;· '··' l;4t~1!:i:' · .J'V'AttfE· . •;; ~;···fi 2,242 $110.17 $247,001.14 $131.73 $0.00 $57.48 $0.00 $98.20 $0.00 400 $28.74 $11,496.00 86 $9.58 $823.88 $15.51 $0.00 280 $15.57 $4,359.60 $19.16 $0.00 $40.72 $0.00 $37.12 $0.00 $50.30 $0.00 $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 2,642 $3.11 $8,216.62 $5.03 $0.00 $4.19 $0.00 $3,855.98 $0.00 $2,621.34 $0.00 $0.00 $0.00 TOTAL $271,897.24 $271,897 CFD c 0 Yes (PFF=1.82%} ltl No (PFF = 3 .. 5%} $1,369.86 Land Use: $958.90 Density: $57.00 Improve. Area: $8.00 Fiscal Year: $150.00 Annex. Year: Factor: $9,516.40 $4,948.53 PFF and/or CFD Explanation: TBD TBD TBD City of Carlsbad Permit No: . ~ldd}i!ss 8 -~; ··• • ·•ltb, TyP'"bf Wo~l&4i''f' SFD and Duplexes Residential Additions Remodels I Lofts Apartments & Multi-family Garages/Sunrooms/Solariums Patio/Porch/Carport Enclosed Patio Decks/Balconies/Stairs :,,("' Retaining Walls, concrete,masonry Pools/Spas-Gunite TI/Stores, Offices TI/Medical, restaurant, H occupancies Photovoltaic Systems/# of panels Fire Sprinkler System Air Conditioning-commercial Air Conditioning-residential Fireplace/ concrete, masonry Fireplace/ prefabricated Metal Valuation: Comm/Res (C/R): Building Fee Plan Check Fee Strong Motion Fee Green Bldg. Stand. Fee Green Bldg PC Fee License Tax/PFF License Tax/PFF (in CFD) CFD 1st hour of Plan CheckFire Expedite Plumbing Mechanical Electrical VALUATION WORKSHEET Building Division ·i£Jlla ol'Wor~ <ii· .•.· : .. Multiplier 131: :.&J\,;1;; ·. :Jvil!it~E*)~l~··· 1,827 $110.17 $201,280.59 $131.73 $0.00 $57.48 $0.00 $98.20 $0.00 400 $28.74 $11,496.00 23 $9.58 $220.34 $15.51 $0.00 421 $15.57 $6,554.97 $19.16 $0.00 $40.72 $0.00 $37.12 $0.00 $50.30 $0.00 $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 2,227 $3.11 $6,925.97 $5.03 $0.00 $4.19 $0.00 $3,855.98 $0.00 $2,621.34 $0.00 $0.00 $0.00 TOTAL $226,477.87 $226,478 c lit Yes (PFF=1.82%) li1 No (PFF = 3 . .5%) $1,193.46 Land Use: $835.42 Density: $48.00 Improve. Area: $8.00 Fiscal Year: $150.00 Annex. Year: Factor: $7,926.73 CREDITS $4,121.90 PFF and/or CFD Explanation: TBD TBD TBD City of Carlsbad Permit No: 1:,'~\iyjq,, ~gg,r~~s: 9 T pe'of '-'~ ,... "'t'':Y· . y ·' , .• SFD and Duplexes Residential Additions Remodels I Lofts Apartments & Multi-family Garages/Sun rooms/Solariums Patio/Porch/Carport Enclosed Patio Decks/Balconies/Stairs Retaining Walls, concrete,masonry Pools/Spas-Gunite TI/Stores, Offices • '.! .• TI/Medical, restaurant, H occupancies Photovoltaic Systems/# of panels Fire Sprinkler System Air Conditioning-commercial Air Conditioning-residential Fireplace/ concrete, masonry Fireplace/ prefabricated Metal Valuation: Comm/Res (C/R): Building Fee Plan Check Fee Strong Motion Fee Green Bldg. Stand. Fee Green Bldg PC Fee License Tax/PFF License Tax/PFF (in CFD) CFD 1st hour of Plan CheckFire Expedite Plumbing Mechanical Electrical VALUATION WORKSHEET Building Division ;L,Are"'ofW&rk .. 4@ . 1 'M I . f'l!!iN·• lk, '' .. !it~IP tel' •0. ·· ;>;y)'t;. .. ''VAUJ~~)w[:; •::., 1,818 $110.17 $200,289.06 $131.73 $0.00 $57.48 $0.00 $98.20 $0.00 400 $28.74 $11,496.00 23 $9.58 $220.34 $15.51 $0.00 393 $15.57 $6,119.01 $19.16 $0.00 $40.72 $0.00 $37.12 $0.00 $50.30 $0.00 $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 2,218 $3.11 $6,897.98 $5.03 $0.00 $4.19 $0.00 $3,855.98 $0.00 $2,621.34 $0.00 $0.00 $0.00 TOTAL $225,022.39 $225,022 CfD c ~Yes (PFF=l.82%) ~No (PFF = 3.5%} $1,189.54 Land Use: $832.68 Density: $47.00 Improve. Area: $8.00 Fiscal Year: $150.00 Annex. Year: Factor: $7,875.78 $4,095.41 CREDITS PFF and/or CFD Explanation: TBD TBD TBD City of Carlsbad VALUATION WORKSHEET Building Division Permit No: · Address·· .. :Pate 10 ptl,\t"r ··· ;',;ll!fpe of\l\for,~;,~~t~4r:'···· Area ofWg,(,~, ·• . , :J~ MultiiJ!iiil.t+ .. ·~:0:\Nt\LUE . ·"'···"'\\~;~ SFD and Duplexes 1,846 $110.17 $203,373.82 Residential Additions $131.73 $0.00 Remodels I Lofts $57.48 $0.00 Apartments & Multi-family $98.20 $0.00 Garages/Sun rooms/Solariums 400 $28.74 $11,496.00 Patio/Porch/Carport 26 $9.58 $249.08 Enclosed Patio $15.51 $0.00 Decks/Balconies/Stairs 449 $15.57 $6,990.93 Retaining Walls, concrete,masonry $19.16 $0.00 Pools/Spas-Gunite $40.72 $0.00 TI/Stores, Offices $37.12 $0.00 TI/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/# of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System 2,246 $3.11 $6,985.06 Air Conditioning-commercial $5.03 $0.00 Air Conditioning-residential $4.19 $0.00 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL $229,094.89 Valuation: $229,095 Comm/Res (C/R): c ~Yes (PFF=l.82%) ~No (PFF = 3.5%) Building Fee $1,205.22 Land Use: Plan Check Fee $843.65 Density: Strong Motion Fee $48.00 Improve. Area: Green Bldg. Stand. Fee $8.00 Fiscal Year: Green Bldg PC Fee $150.00 Annex. Year: Factor: License Tax/PFF $8,018.32 License Tax/PFF (in CFD) $4,169.53 CREDITS PFF and/or CFD CFD Explanation: 1st hour of Plan CheckFire Expedite Plumbing TBD Mechanical TBD Electrical TBD {;., ' Janet Altar From: Sent: Robert Talamantes <moonlightdesignsrt@gmail.com> Wednesday, November 20, 2013 2:35 PM To: Janet Altar Subject: Coastal Living 1 0 -Bedrooms and Bathrooms Janet, Here is a list of the number of bedrooms and bathrooms of each unit. Unit 1: 4 bedrooms I 3 bathrooms Unit 2: · 4 bedrooms I 3 112 bathrooms Unit 3: 4 bedrooms I 3 112 bathrooms Unit 4: 4 bedrooms I 3 112 bathrooms Unit 5: 4 bedrooms I 3 112 bathrooms Unit 6: 4 bedrooms I 3 112 bathrooms Unit 7: 4 bedrooms I 4 bathrooms Unit 8: 4 bedrooms I 3 bathrooms Unit 9: 4 bedrooms I 3 bathrooms Unit 10: 4 bedrooms I 3 bathrooms Thank you, Robert Talamantes Moonlight Designs 760-533-7975 1 P'"'''' ' (_city of PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Building@carlsbadca.gov Carlsbad B-18 Projed Address: V •!.J i 1' 5 Permit No.: , Information provided below refers to wor~ being done on the above mentioned permit onl~·'· This form must be completed and returned to the Building Division before the permit can be issued. B-18 Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains......................................................... i 3 )t'' -- New building sewer line? ......................................................................................... Yes V_ No __ Number of new roof drains? ................................................................................................................ __2_ Install/alter water line? .......................................................................................................................... Y ~ S Number of new water heaters? .......................................................................................................... _f_ Number of new, relocated or replaced gas outlets?..................................................................... 0 Number of new hose bibs? .................................................................................................................. _/_ Residential Permits: J 'G. S New/expanded service: Number of new amps: ------- Minor Remodel only: Ves__ No JL Commercial/Industrial: Tenant Improvement: Number of existing amps involved in this project: Number of new amps involved in this project: New Construction: Amps per Panel: Single Phase ................ 1::?.:.§.. ................................ Number of new amperes _______ _ Three Phase ................................................................. Number of new amperes ___ , ____ _ Three Phase 480 ........................................................ Number of new amperes _______ _ Number of new furnaces, A/C, or heat pumps? ............................................................................. _I_ New or relocated duct wort?? .......................................................................... Ves ~·-No __ _ Number of new fireplaces? ................................................................................................................. ·Z- Number of new exhaust fans? ............................................................................................................ ~ Relocate/install vent? ............................................................................................................................ _lL Number of new exhaust hoods?........................................................................................................ I Number of new boilers or compressors? ........................................................... Number c1f HP -,- Page 1 of 1 Rev. 03/09 City of Carls bad 1635 Faraday Av Carlsbad, CA 92008 05-05-2015 Plan Check Revision Permit No:PCR15034 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: ROD HARLIN 23665 CAJALCO RD PERRIS CA 92570 760 728-8715 Building Inspection Request Line (760) 602-2725 2529 NAVARRA DR CBAD PCR 2161701900 Lot#: 0 $0.00 Construction Type: NEW PC130058 COASTAL 10 TOWNHOMES-DEFERRED TRUSS SUBMITTAL Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: COASTAL LIVING 10 L L C 814 S WESTGATE AVE #15 LOS ANGELES CA 90049 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $250.00 $0.00 $0.00 Total Fees: $250.00 Total Payments To Date: $250.00 Balance Due: FINAL APPROVAL Inspector: Date: Clearance: ISSUED 04/27/2015 RMA 05/05/2015 05/05/2015 $0.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent le~1al action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which_Y9U have_J2[eviousl'l_been_gjven a NOTICE similar to this. or as to which the statute of limitations has oreviouslv otherwise exoired. PLAN CHECK REVISION APPLICATION 8-15 Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. PC(\ /50 ,} ~ Project Address NAJA\Z.&A 'Dr< 1 \If:: Original Plan Check No.1-~ !3 OD s·p Contact f<.oD dA{2-Li w. Ph (] fco) .q1o -·:;,Bto Date AfpJL '2../1 'lc16 Fax J:l,.~ l'2 8 ··· '&·7 I 5 ~~/ b-1][2 --J~ Email \eclh~ ea.\+(e'S.Yta.W\-e 1 Cerc'- Contact Address "Z:,?)~t'c 5 C~A Leo I"<__C~AD Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: D Plans D Calculations D Soils D Energy D Other ____________ _ 2. 3. 4. Describe revisions in detail List page(s) where List revised sheets each revision is that replace shown existing sheets hi-1:: r-i? ~n 1l2.dSS ~l \ 1<. u L TT h( I \ \ I \ \ +o~ f06~1!) PftXluf ( t - 5. 6. 7. 8. Does this revision, in any way, alter the exterior of the project? D Yes ~0 Does this revision add ANY new floor area(s)? D Yes Does this revision affect any fire related issues? D Yes Is this a complete set? D Yes D No ~No 'iSJ No ~ ~Signature _____________ -r--~~~------------~------------- 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602- www.carlsbadca.gov Email: building@carlsbadca.gov EsGil Corporation In (]>artnersliip witli qovernment jo., CBuiCding Safety DATE: 5/4/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: pc13-58 REV#2(PCR15034) SET: I PROJECT ADDRESS: Navarra Dr. PROJECT NAME: Truss Packages for Coastal Living -10 D APPLICANT D JURIS. D PLAI\1 REVIEWER D FILE C8J The plans transmitted herewith have been corrf3cted where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction'~; codes when minor deficiencies identified beloyv are resolved and checked by building department staff. · 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 0 The applicant's copy of the check list has been sent to: [8] EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Mail Telephone Fax In Person D REMARKS: By: David Yao Enclosures: original approved plan EsGil Corporation D GA D EJ D MB D PC 4/28 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 I) City of Carlsbad pc13-58 REV#2(PCR15034) 5/4/2015 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad REV#2(PCR15034) PLAN CHECK NO.: p4::13-58 PREPARED BY: David Yao BUILDING ADDRESS: Navarra Dr. BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION (Sq. Ft.) Multiplier truss Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance ""' Type of Review: D Complete Review 0 Repetitive Fee -,,~ Repeats * Based on hourly rate Comments: D Other 0 Hourly EsGil Fee DATE: 5/4/2015 Reg. VALUE ($) Mod. [ l $25o.ool ·-----'- 0 Structural Only 21 Hrs.@ * ======$1=0=0=.0:0 [' ___ $_2_oo_.o--lo I Sheet 1 of 1 macvalue.doc + LLC f ... ~~~.ftrf~s PLACEMENT PLAN "~!VlS ,.J . ,_ AND CALCULATIONS APPROVELJ BY:··--··~ ....... J).~.~--~·-co· ,'t{.1 pfiQJE~€~L 10 TOW~HoMES LOCATION: CARLSBAD DEVELOPER: COASTAL LIVING-10 CUSTOMER: FRAMING ASSOCIA~fES !Project No. M21167l REVIEWED FOR CONFORMANCE TO STRUCTURAL DESIGN 23665 Cajalco Road, Perris, CA 92570 (951) 657-7491 phone I (951) 657-0486 fax PRINT DATE: 04/17/2015 v December 18, 2012 To whom it may concern: Re: Turb-O-Web Trusses 14515 North Outer Forty Drive Suite 300 Chestetfield, MO 63017-57 46 Telephone 3I4/434-1200 Fax 314/434··9110 This letter is to certify that MiTek USA. Inc. assumes responsibility for the structural integrity of the sealed Turb-O-Web Truss designs provided by our professional engineers based on the parameters stated on the face of the engineering designs. Design procedures for both lumber design and plate connections are in full compliance with the American National Standard "National Design Standard for Metal Plate Connected Wood Truss Construction" ANSIITPI 1-2007. Section 104.11 Alternative materials, design, and methods of construction and equipment, of the 2012 International Building Code states: "The provision of this code are not intended to prevent the installation of any material or prohibit any design or method of construction not spec(fically prescribed by this code, provided that any such alternative has been approved ... and that the material, method or work offered is, for the purpose intended, at least the equivalent of that prescribed in this code ... " We hereby certify that the Turb-O-Web is an acceptable alternative to conventional tmss webs with equivalent performance. Sincerely, Stephen W. Cabler, P.E. Senior Vice President Engineering and Technical Services eg 2665 N AtJaU1t8c ,Ave # 40H0J 9 Dav'tona Beedte:h .. F~ormdad 32·~ 13 "' c Toil Free: 1 (888) 750 6005 Far (32'1) 747 0306 Email: jyhn@turb-o-web.com Website: wvvw.turb-o-web.com The Turb-O-Web system is protected ln the United State~~ tw the following US patonts:·· # 6~ 1l6J060; # 6}249j972; # 6~4·i5j~5~1 ~i; # 6i688 10t37'; and# 65842JB8·1 vvith further appHcations: pending. The usE' of the Turb-O-Web nVi a llcerwe fmrn Turb-O-Web Inc. join(S (not being f!oor truss chord splices) to be no more than 1/8".This clause provides a method ofmeasurenileni for "joints designed with single polnts of contact betvveen adjacent mernbers a.s shown on the Truss Design Drawing, the maxln:wrn gap betvveen all contact points shall not exceed l./8". "'£: • ! 1 !"""" ·"" r7 ,..,.,...,,...,-: £."' ;rl:•l""":''(> ,"l) P.'i r'i: ~~ ' • 0 f'-<::~.erence !S t:1er.1 maae to J." 1gw:e J. 1-J.! he relevant [fHJJl"C:fi•JHl tilll ~~ rglillll'\8 .;Jl, /~;j s 1o·mng a JOmt ~(;designed v,tith singh; points of contact is shO\Arn belovJ'~:- CTF California TrusFrameLlC 8wfrftitJ' Oom;ol(t?.-ltt~ fof" a. ~t"eel(ef" Fa.tt<J~ 23665 Cajalco Road, Perris, CA 92570 (951) 657-7491 phone I (951) 657-0486 fax Project: COASTAL 10 TOWNHOMES Location: CARLSBAD Developer: COASTAL LIVING -10 Customer: FRAMING ASSOCIATES Structural Truss Calculations The bound truss design drawings, having an electronic seal and signature printed on each page, have been reviewed and approved by the truss design engineer as indicated by the engineers seal and wet signature on this cover page. This review and approval applies solely to the attached truss design drawing pages that are bound together. russ BA01 Roof Special Supported Gable California TrusFrame LLC., Perris, CA. 92570 1-10-8 -o-1-c f.l-1-1-10-8 Scale= 1:9.8 5.00 ill_ 2 81 I~ 3 2-0-0 ) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.00 2-4 >999 240 lv1T20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 • Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 91b FT = 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=3/Mechanical, 2=303/0-3-8 (min. 0-1-8) Max Horz2=-127(LC 10) Max Uplift4=-6(LC 15), 2=-243(LC 10) Max Grav4=33(LC 9), 2=303(LC 1) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=2ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWiFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 1 0) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard russ BB01 California TrusFrame LLC., Perris, CA. 92570 5-9-0 5-9-0 22x4 II Plate Offsets (X Y)· [5·0 0 10 Edge] -- LOADING (psf) SPACING 2-2-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.24 TCDL 14.0 Lumber Increase 1.25 BC 0.27 BCLL 0.0 • Rep Stress lncr NO WB 0.06 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) LUMBER DEFL in Vert(LL) -0.01 Vert(TL) -0.05 Horz(TL) -0.00 Wind(LL) -0.01 BRACING TOP CHORD (loc) 1/defl Ud PLATES 7 >999 360 I•JIT20 7 >999 240 5 n/a n/a 7 >999 240 Weight: 251b 2-0-0 oc purlins TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G OTHERS 2x4 OF Stud/STD G (Switched from sheeted: Spacing> 2-0-0). REACTIONS (lb)- All bearings 1-2-8 except Ut=length) 5=0-6-0, 9=0-3-8. Max Harz 11=-154(LC 28) BOT CHORD Max Uplift All uplift 100 lb or less at joint(s) 11, 9 except 5=-162(LC 28), 1 0=-552(LC 45) Max Grav All reactions 250 lb or less at joint(s) 11, 10 except 5=438(LC 47), 9=765(LC 40) FORCES (I b)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-18=-467/19 BOT CHORD 5-7=-153/563 WEBS 3-8=-336/42, 2-10=-327/23 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 6-0-0 oc bracing. 2) Wind: ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI1. 9) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 1 0) This truss has been designed for a total drag load of 180 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 5-9-0 for 31.3 plf. 11) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard Scale= 1:18.2 !~ GRIP 220/195 FT =20% 10 IM21167 russ BB02 California TrusFrame LLC , Perris, CA. 92570 Plate Offsets (X Y)· [3·0-0-14 EdQel LOADING(psf) SPACING TCLL 20.0 Plates Increase TCDL 14.0 Lumber Increase BCLL 0.0 • Rep Stress lncr 2-2-0 1.25 1.25 NO BCDL 10.0 Code IBC2012/TPI2007 LUMBER 5-9-0 5-9-0 CSI TC 0.38 BC 0.46 WB 0.03 (Matrix-M) DEFL in Vert(LL) -0.03 Vert(TL) -0.18 Horz(TL) -0.01 Wind(LL) 0.04 BRACING TOP CHORD (loc) 1/defl Ud PLATES 5-9 >999 360 MT20 5-9 >367 240 3 n/a n/a 5-9 >999 240 Weight 21 lb 2-0-0 oc purlins (Switched from sheeted: Spacing ,. 2-0-0). Scale= 1:17.3 Camber= 1/16 in !~ GRIP 220/195 FT = 20% TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G WEBS 2x4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=207/Mechanical, 3=480/0-6-0 (min. 0-1-8) Max Horz6=-150(LC 10) Max Uplift6=-48(LC 10), 3=-99(LC 10) Max Grav6=299(LC 21), 3=491 (LC 23) FORCES (I b)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-11=-921/0 BOT CHORD 3-5=0/1133 WEBS 2-5=-343/139 NOTES (11) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard russ BC01 California TrusFrame LLC., Perris, CA 92570 4-10-0 4-10-0 Scale= 1:15.5 !~ Plate Offsets (X Y)· f4·0-0-10 Edge] LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.01 7 >999 360 IMT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.04 7-8 >999 240 BCLL 0.0 * Rep Stress I ncr YES WB 0.06 Horz(TL) 0.00 4 nla nla BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.01 7-8 >999 240 Weight 20 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G OTHERS 2x4 DF Stud/STD G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lblsize) 9=129/Mechanical, 4=183/1-3-0 (min. 0-1-8), 6=242/0-3-8 (min. 0-1-8) Max Horz9=-148(LC 28) Max Uplift9=-34(LC 27), 4=-165(LC 28), 6=-6(LC 19) Max Grav9=251(LC 42), 4=316(LC 45), 6=456(LC 43) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 4-15=-232/256 BOT CHORD 4-6=-249/289 WEBS 2-8=-327/92 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1 10) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 180 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-1 0-0 for 37.2 plf. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard I a :M21167 russ BC02 California TrusFrame LLC., Perris, CA. 92570 0-4-8 0-4-8 Plate Offsets (X Y)· f3·o o 14 Edge] -- LOADING (psf) SPACING TCLL 20.0 Plates Increase TCDL 14.0 Lumber Increase BCLL 0.0 * Rep Stress lncr 2-0-0 1.25 1.25 YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER 4-10-0 4-5-8 CSI TC 0.26 BC 0.32 VVB 0.06 (Matrix-M) Scale= 1:15.5 I~ DEFL in (lac) 1/defl Ud PLATES GRIP Vert(LL) -0.01 5-9 >999 360 IVIT20 220/195 Vert(TL) -0.10 5-9 >578 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.02 5-9 >999 240 Weight: 181b FT = 20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-1 0-D oc purl ins. Rigid ceiling directly applied or 10-D-D oc bracing. REACTIONS (lb/size) 6=158/Mechanical, 3=396/D-6-D (min. D-1-8) Max Horz6=-123(LC 10) Max Uplifi6=-35(LC 1 D), 3=-91 (LC 10) Max Grav6=273(LC 21), 3=446(LC 23) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 3-11=-648/0 BOT CHORD 3-5=0/791 WEBS 2-5=-324/1 07 NOTES (10) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft: Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 0 russ ype M21167 8001 California TrusFrame LLC , Perris, CA. 92570 4-0-0 4-0-0 Scale= 1:13.9 !~ 3 3x6 = Plate Offsets (X Y)· [2·0 o 6 0 0 OJ ' ---- LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.01 4-7 >999 360 I\11T20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.05 4-7 >924 240 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.03 4-7 >999 240 Weight 141b FT =20% LUMBER TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 2=407/0-3-8 (min. 0-1-8), 4=73/Mechanical Max Horz2=-705(LC 28) Max Uplift2=-197(LC 28), 4=-13(LC 28) Max Grav2=445(LC 41), 4=78(LC 3) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-655/379 BOT CHORD 2-4=-871/818 NOTES (11) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that StabilizE~rs and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWiFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-0-0 for 180. o plf. 10) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard russ BD02 California TrusFrame LLC., Perris, CA. 92570 4-0-0 4-0-0 Scale= 1:13.9 !~ 4-0-0 400 -- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud II'LATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.01 4 n/r 120 IIAT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.06 4 n/r 120 BCLL 0.0 * Rep Stress lncr YES WB 0.05 Horz(TL) 000 3 n/a n/a BCDL 10.0 Code IBC2012!TPI2007 (Matrix) Weight: 151b FT = 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G OTHERS 2x4 DF Stud/STD G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-0-0 oc purl ins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 3=287/4-0-0 (min. 0-1-8), 6=3/4-0-0 (min. 0-1-8), 5=193/4-0-0 (min. 0-1-8) Max Horz 6=-353(LC 28) Max Uplift3=-298(LC 28), 5=-35(LC 1 0) Max Grav3=381(LC 41), 6=7(LC 3), 5=362(LC 40) FORCES (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-304/246, 3-7=-574/510 BOT CHORD 5-6=-217/329, 3-5=-433/545 WEBS 2-5=-307/90 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 O; Vult=110mph (3-second gust) Vasd=87mph; TCDL=84psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI!TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL={1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-0-0 for 180. o plf. 12) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard russ BF01 California TrusFrame LLC., Perris, CA. 92570 -2-0-0 2-0-0 2x4 II Scale= 1:17.7 5 6 I~ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.00 5 n/r 120 IIIIT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.00 5-6 n/r 120 BCLL 0.0 • Rep Stress I ncr YES WB 0.05 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 251b FT = 20% LUMBER TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G OTHERS 2x4 OF Stud/STD G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-8-0 oc purl ins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb)- All bearings 5-8-0. Max Horz2=188(LC 27) Max Uplift All uplift 100 lb or less atjoint(s) 7, 9 except 2=-515(LC 27) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. Max Grav All reactions 250 lb or less at joint(s) except 2=551 (LC 36), 1 0=328(LC 43), 9=300(LC 44), 8=297(LC 45) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1106/1030, 3-11=-836/752, 3-12=-567/517, 4-12=-433/394, 4-13=-276/255 BOT CHORD 2-1 0=-972/972, 9-1 0=-540/540, 8-9=-276/276 WEBS 3-1 0=-273/31, 4-9=-286/81, 5-8=-268/15 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 0; Vul\=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat II; Exp C; Kd 1 .00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1 0) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 5-8-0 for 180.0 plf. 12) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard russ BF02 California TrusFrame LLC., Perris, CA. 92570 -2-0-0 2-0-0 500[12 Plate Offsets (X Y)· [2·0-1-2 Edge] LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.34 TCDL 14.0 Lumber Increase 1.25 BC 0.36 BCLL 0.0 * Rep Stress !ncr YES WB 0.06 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) LUMBER DEFL in (loc) 1/defl Vert(LL) -0.02 6-9 >999 Vert(TL) -0.15 6-9 >435 Horz(TL) 0.01 2 n/a Wind(LL) 0.03 6-9 >999 W1 6 2x4 II Ud 360 240 n/a 240 4 PLATES MT20 Weight 21 lb Scale= 1:17.1 Camber= 1/16 in I~ GRIP 220/195 FT=20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=438/0-6-0 (min. 0-1-8), 5=189/Mechanical Max Horz2=136(LC 10) Max Uplift2=-90(LC 10), 5=-42(LC 10) Max Grav2=469(LC 21), 5=298(LC 23) FORCES (!b) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 2-10=-856/0 BOT CHORD 2-6=-17/1 056 WEBS 3-6=-331/115 NOTES (10) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=11 Omph (3-second gust) Vasd=B7mph; TCDL=84psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard russ BH01 California TrusFrame LLC., Perris, CA 92570 -2-0-0 2-0-0 Scale= 1:12.3 2x4 II 4 3 I~ LOADING (psf) SPACING 2-0-0 CSI DEFL in (toe) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.00 3 n/r 120 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 3 n/r 120 BCLL 0.0 * Rep Stress lncr YES WB 0.05 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) VI/eight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G OTHERS 2x4 DF Stud/STD G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-3-0 oc purlins. Rigid ceiling directly applied or 6-0··0 oc bracing. REACTIONS (lb/size) 2=303/3-3-0 (min. 0-1-8), 5=-19/3-3-0 (min. 0-1-8), 6=134/3-3:0 (min. 0-1-8) Max Horz2=128(LC 27) Max Uplift2=-174(LC 27), 5=-39(LC 3) Max Grav2=387(LC 40), 6=342(LC 41) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. WEBS 3-6=-279/29 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 180 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 3-3-0 for 55.4 plf. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard russ ype BH02 California TrusFrame LLC., Perris, CA. 92570 -2-0-0 2-0-0 Scale= 1:12.3 3 !~ LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.01 4-7 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.03 4-7 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.01 4-7 >999 240 \Neight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-3-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=354/0-3-8 (min. 0-1-8), 4=60/Mechanical Max Harz 2=111 (LC 1 0) Max Uplift2=-132(LC 10), 4=-11(LC 10) Max Grav2=418(LC 20), 4=64(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-444/147 BOT CHORD 2-4=-242/543 NOTES (10) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; 8=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard I 0 IM21167 I russ BJ01 California TrusFrame LLC., Perris, CA. 92570 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER -2-0-0 2-0-0 CSI TC 0.22 BC 0.04 WB 0.05 (Matrix) Scale = 1:11.8 4 !~ DEFL in (lac) I/ dell Lid PLATES GRIP Vert(LL) 0.00 3 n/r 120 NIIT20 220/195 Vert(TL) -0.00 3 n/r 120 Horz(TL) 0.00 n/a n/a Weight: 131b FT = 20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G OTHERS 2x4 DF Stud/STD G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-0-0 oc purl ins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=305/3-0-0 (min. 0-1-8), 5=-44/3-0-0 (min. 0-1-8), 6=126/3-0-0 (min. 0-1-8) Max Horz2=88(LC 10) Max Uplift2=-115(LC 1 0), 5=-88(LC 3) Max Grav2=388(LC 20), 6=355(LC 21) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. WEBS 3-6=-271/14 NOTES (12) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in <>ccordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard russ ype BJD2 California TrusFrame LLC., Perris, CA. 92570 -2-0-0 2-0-0 Scale= 1:11.8 3 I~ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.00 4-7 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.01 4-7 >999 240 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. Rigid ceiling directly applied or 10-D-0 oc bracing. REACTIONS (lb/size) 2=337/0-3-8 (min. 0-1-8), 4=55/Mechanical Max Horz2=1 D6(LC 1 0) Max Uplift2=-127(LC 10), 4=-10(LC 7) Max Grav2=409(LC 20), 4=65(LC 21) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 2-8=-382/111 BOT CHORD 2-4=-188/463 NOTES (10) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6. Opsf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10. o psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 8) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard I Job 1 1 1 russ M21167 AA01 i 'II russ I ype California Girder 1Uty ]Ply I J 1 1 2 Job Reference (optional) California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:29 2015 Page 1 ID:D4rPOqNSLixrnB7Z'fz5DtFpzcler-dwywB?MeXsKYFEt1AnN41q551ZCdBFD8fcJOPKzVQWm f---ii2c,:-Oc-,-O;c.-+---;:3c:;-8c--1~5~_+--~7~-6c--~1 _ ____c7~-~""1-ll1-;1'---"'1c"o0-;=5;:o-6~-+--~13-3";,-.;:i0--lf---1*6'.i-0:";-,';;1 Oc--+l ---c;;18';i--6";,-"i5--'1';?;8-til1C'1fir 1C"5.__--';o22:o;-,"9-,;1 __ -jl---c2'"6"'-6";i-~O __ -+I~2;C'8:,:C-6';:;-0'--II 2-0-0 3-8-15 3-9-2 0-5-10 2-5-11 2-9-10 2-9-10 2-5-11 0-5-10 3-9-2 3-8-15 2-0-0 4x6-:::::-- 5.001f2 2x4 c:::c 12 3x6 = 3x8 = 3x10 MT18HS= 3-8-15 7-6-1 13-3-0 3-8-15 3-9-2 5-8-15 Plate Offsets (X Y) [2·0 1 2 o o 41 [8 0 1 2 o o 41 -- -- ---- LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.58 TCDL 14.0 Lumber Increase 1.25 BC 0.54 BCLL 0.0 * Rep Stress !ncr NO WB 0.31 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) LUMBER 3x8 = 5 11 2x4 II DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) 18-11-15 5-8-15 in (loc) -0.14 11 -0.46 11-13 0.14 8 0.16 11 4x6 .::::::- 3x8 = 22-9-1 3-9-2 1/defl Ud >999 360 >684 240 n/a n/a >999 240 26-6-0 3-8-15 PLATES 11/IT20 IV1T18HS Weight: 239 lb 3x6 = GRIP Scale= 1:49.5 Camber = 5/16 in 220/195 220/195 FT = 20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purl ins, except 0-0-0 oc purlins (5-4-5 max.): 4-6. Except: REACTIONS (lb/size) 2=2831/0-3-8 (min. 0-1-10), 8=2831/0-3-8 (min. 0-1-10) Max Horz2=-64(LC 6) Max Uplif\2=-531 (LC 8), 8=-531 (LC 8) Max Grav2=3080(LC 13), 8=3080(LC 14) FORCES (lb) -Max. Comp.!Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD TOP CHORD 2-20=-3992/284, 2-21 =-6460/1189, 3-21 =-6402/1206, 3-22=-6441/1226, 4-22=-6406/1246, 4-23=-5945/1176, 5-23=-5953/117 4, 5-24=-5953/117 4, 6-24=-5945/1176, 6-25=-6406/1246, 7 -25=-6441/1226, 7 -26=-6403/1206, 8-26=-6461 /1189, 8-27=-3992/286 BOT CHORD 2-13=-1001/5919, 13-28=-1344/7494, 12-28=-1344/7494, 11-12=-1344/7494, 11-29=-1344/7494, 1 0-29=-1344/7494, 8-1 0=-1 001/5875 WEBS 4-13=0/1084, 6-1 0=0/1 084, 5-13=-1779/368, 5-11 =0/366, 5-1 0=-1779/368, 3-13=-315/183, 7-10=-315/185 NOTES (16) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5-4-0 oc bracing: 4-6 Rigid ceiling directly applied or 10-0-0 oc bracing. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted. 4) Wind: ASCE 7-10; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=27ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 1 0) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 12) Girder carries hip end with 8-0-0 end setback. 13) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 pob II russ I M21167 AA01 L ___ _ California TrusFrame LLC., Perris, CA. 92570 NOTES (16) russ ype I California Girder Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:29 2015 Page 2 ID:D4rPOqNSLixmB7zyz5DtFpzcler-dwywB?MeXsKYFEt1AnN41q551ZCdBFD8fcJOPKzVQWm 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 837 lb down and 300 lb up at 18-11-15, and 837 lb down and 300 lb up at 7-6-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. 16) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-6=-165, 6-9=-68, 14-17=-49(F=-29) Concentrated Loads {lb) Vert: 4=-589 6=-589 0 IM21167 russ AA02 Job Reference (optional) California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:30 2015 Page 1 ID:D4rPOqNSLixmB7zyz5DtF pzcler-56V JOLNGI9SPsORDkUuJr1 dCOzX4wgpHuF3ZXmzVQVVI -2-0-0 5-3-5 2-0-0 5-3-5 4x6 = 9-6-1 9-6-1 Plate Offsets (X Y) r11·0 2 8 0 2 Ol r13·0 2 8 0 2 01 ' -------- LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr NO BCDL 10.0 Code IBC2012/TPI2007 LUMBER 9.£-1 4-2-11 10-9-0 9a~-11d I 0-9-5 4x6-::::::- 4x6 = 4x8 = CSI TC 0.84 BC 0.59 WB 0.41 (Matrix-M) 16-11-15 13-3-0 1J.e9_<f 6~96;J' I 21-2-11 26-6-0 2.£-0 4-2-11 5-3-5 0-5-10 Scale= 1:49.5 Camber = 3/8 in W4 4x8 = 4x6 = 15-9-0 26.£-0 5-0-0 9-6-1 DEFL in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.15 11-13 >999 360 MT20 220/195 Vert(TL) -0.50 11-13 >640 240 Horz(TL) 0.13 9 n/a n/a Wind(LL) 0.13 11-13 >999 240 Weight: 124 lb FT= 20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc purl ins, except 0-0-0 oc purlins (3-9-8 max.): 4-7. Except: WEBS 2x4 OF Stud/STD G *Except* W4 2x6 DF No.2 G REACTIONS (lb/size) 2=1540/0-3-8 (min. 0-1-10), 9=1540/0-3-8 (min. 0-1-10) Max Horz2=77(LC 9) Max Uplift2=-194(LC 10), 9=-194(LC 10) FORCES (I b)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD TOP CHORD 2-22=-1587/0, 2-23=-2872/284, 3-23=-2805/310, 3-24=-2532/240, 4-24=-2474/254, 4-25=-2296/253, 25-26=-2300/252, 5-26=-2304/252, 5-27=-2503/289, 6-27=-2503/289, 6-28=-2304/252, 28-29=-2300/252, 7 -29=-2296/253, 7 -30=-247 4/254, 8-30=-2532/240, 8-31 =-2805/31 0, 9-31 =-2872/284, 9-32=-1587/0 BOT CHORD 2-13=-180/2589, 12-13=-99/2503, 12-33=-99/2503, 11-33=-99/2503, 9-11 =-180/2589 WEBS 3-13=-428/130, 4-13=-76/1013, 7-11=-76/1013, 8-11=-428/130, 5-13=-698/128, 6-11=-698/128 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. 3-9-0 oc bracing: 4-7 Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=27ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 1 0) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 13 lb up at 13-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard Continued on page 2 russ ype CALIFORNIA ~C~a=lif-or-n~ia~T~ru-s~F~ra_m_e~L~L~C~ .. ~P~e~rr~is~. C'A~.~9~2~5~70~-·----L 0 iM21167 russ M02 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-25=-68, 25-29=-128(F=-60), 7-29=-68, 7-10=-68, 16-19=-20 Concentrated Loads (lb) Vert: 33=-75(F) o , russ M21167 IAA03 ! Qly IPty I 1 . 1 Job Reference (optional) California TrusFrame LLC., Perris. CA 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:31 2015 Page 1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-ZJ3hch0u3TaGUYOPHBPYOFAMsMstfAfR7vo7TDzVQWk lJ jJ ~cJ 1<9 l -2-0-0 5-5-12 2-0-0 5-5-12 3x6 = 11-6-1 6-0-5 3x6 = 14-11-15 i~~1~ 6~§~~~3 21-0-4 6-0-5 0-3-14 0-1-12 4x6 = 4x6 = 4 3x6 = 3x6 = 5-5-12 8-5-7 10-9-0 11-6-j 14-11-15 5-5-12 2-11-11 2-3-10 b-9-l 3-5-14 1&-9-P 18-0-1 o 9-1 2-3-10 Plate Offsets (X Y)' [4·0-3-9 0 1 21 [5·0-3-9 0 1-21 [9·0-1-8 0-1-8] [11'0-1-0 0-1-8] --- LOADING (psf) SPACING 2-0-0 CSI DEFL in (toe) I/ deft TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) -0.18 9-11 >999 TCDL 14.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.74 9-11 >427 BCLL 0.0 * Rep Stress lncr NO WB 0.25 Horz(TL) 0.10 7 n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.14 9-11 >999 LUMBER 26-6-0 5-5-12 21-0-4 26-6-0 2-11-11 5-5-12 Ud PLATES 360 MT20 240 n/a 240 Weight: 116 lb 3x6 = GRIP 28-6-o I 2-0-0 Scale = 1:49.5 Camber = 9/16 in 220/195 FT =20% TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x4 OF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, except 0-0-0 oc purtins (5-3-6 max.): 4-5. WEBS 2x4 OF Stud/STD G *Except* W3: 2x6 OF No.2 G REACTIONS (lb/size) 2=1343/0-3-8 (min. 0-1-8), 7=1343/0-3-8 (min. 0-1-8) Max Horz2=-91(LC 8) Max Uptift2=-177(LC 10), 7=-177(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD TOP CHORD 2-20=-1332/0, 2-21=-2455/227, 3-21=-2339/255, 3-22=-2133/200, 4-22=-2048/220, 4-23=-1573/233, 5-23=-1573/233, 5-24=-2048/220, 6-24=-2133/200, 6-25=-2339/255, 7-25=-2455/227, 7 -26=-1332/0 BOT CHORD 2-11=-129/2209, 10-11=-11/1573, 10-27=-11/1573, 9-27=-11/1573, 7-9=-129/2209 WEBS 3-11 =-439/158, 6-9=-439/158, 4-11 =0/605, 5-9=0/605 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilize,rs and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=27ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWiFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated toad(s) 75 lb down and 8 tb up at 13-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-5=-68, 5-8=-68, 14-17=-20 Continued on page 2 0 russ I E167 M03 California TrusFrame LLC., Perris, CA. 92570 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 27=-75(F) 11 russ Type I California IQ!y 'Ply 1 1 I 1 ) Job RefereQ_ce (optional Run: 7.500 5 Oct 23 2013 Print: 7.500 5 Oct 23 2013 MiTek ln:':dccu:c5t'"rie:::5:-, "lnc:c-. "T"'ue::-..M-::a"r 3"1"0"9"':5~2"':3"1"2"'0715""P;::a-;:ge:="2 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-ZJ3hchOu3TaGUYOPHBPYOFAMsMstfAfR7vo7TDzVQWk 'Job IM21167 I I russ _AA04 California TrusFrame LLC., Perris. CA. 92570 -2-0-0 7-5-0 2-0-0 7-5-0 s.oo[T2 I . I russ I ype COMMON 2x4 \\ 13-3-0 5-10-0 3x6-;:.. 2x4 II 4x6 = 2x4 /f 3x4 = 5 W3 3x6.:::::;. 2x4 II 2x4 \\ 8-8-15 9-~-,1 0 17-5-6 26-6-0 8-4-13 8-8-15 Plate Offsets (X Y)· [2 0 3 0 0 1 81 [5·0 2 0 EdQel [8·0 3 0 0 1 8] -- -- -- ---- LOADING (psf) SPACING 2-7-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.96 TCDL 14.0 Lumber Increase 1.25 BC 0.69 BCLL 0.0 * Rep Stress !ncr NO WB 0.52 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) LUMBER DEFL in (lac) 1/defl Ud Vert(LL) -0.15 14-19 >999 360 Vert(TL) -0.63 14-19 >508 240 Horz(TL) 0.12 8 n/a n/a Wnd(LL) 0.10 14-19 >999 240 BRACING TOP CHORD 2-0-0 oc purlins (2-5-14 max.) PLATES I\IIT20 Weight: 119 lb TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G (Switched from sheeted: Spacing > 2-0-0). WEBS 2x4 DF Stud/STD G *Except* W3: 2x6 DF No.2 G REACTIONS (lb/size) 2=2116/0-3-8 (min. 0-2-4), 8=1745/0-3-8 (min. 0-1-14) Max Horz2=132(LC 9) Max Uplift2=-260(LC 1 0), 8=-228(LC 1 0) FORCES (I b)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD TOP CHORD 2-23=-3035/0, 2-24=-3116/276, 24-25=-2896/277, 3-25=-2788/302, 3-26=-2649/269, 4-26=-2544/300, 4-27=-439/43, 5-27=-428/56, 5-28=-428/58, 6-28=-451/44, 6-29=-2496/294, 7 -29=-2583/264, 7 -30=-2785/295, 8-30=-2902/244, 8-31 =-21 03/0 BOT CHORD 2-14=-115/3442, 13-14=-11/2348, 12-13=0/2047, 12-32=0/2047, 11-32=0/2047, 10-11=-7/2304, 8-10=-106/2571 WEBS 7-10=-478/177, 3-14=-597/187, 4-13=-34/812, 6-11=-24/693, 4-6=-1804/254 NOTES (12) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 10-0-0 oc bracing. 2) Wnd: ASCE 7-10; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=27ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1 0) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 6 lb up at 13-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-2=-88, 5-25=-88, 5-9=-88, 17 -20=-26 Continued on page 2 3x8 .::::::- GRIP Scale: 1/4"=1' Camber = 7/16 in If 0 220/195 FT= 20% I Job II russ II russ I ype I Oty I Ply I J IM21167 AA04 COMMON 1 _ 1 Job Reference (optional) "'-c""al'"ito=m""ic:-a"'Tr::cu"'sF==r=am=-e=--L"L"C~ .. "Pc:cer::"cric:-s,'C"A-. "9"'25""7"'0 _____ --L_ _____________ 'R"'uc:nc-: 7'_o;5o'-'oc':s""O"'ct"2"'3"2~01"'3 Prin"t:~7-"C_s~oo'i-s='-O~ct-:,2"'3~20ii:1..l3"iM~iT¥Ce:i:k'i:ln='=ctccu"'st::crie=s:-, lccnc:-c.~T"u:::e•M-=accr3"'1"0"'9"':5"'2"':3-'1-"20"-1"'5-Pn:a=g7e' 2 LOAD CASE(S) Standard Concentrated Loads (!b) Vert: 32=-75(F) Trapezoidal Loads (plf) Vert: 2=-224(F=-137)-to-25=-88 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-ZJ3hch0u3TaGUYOPHBPYOFALvMshf5PR7vo7TDzVQWk iJob ~~~:s J I russ fype l~ty I Ply 1 I Job Reference ( Ot>lional) IM21167 COMMON California TrusFrame LLC .. Perris, CA 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries. :nc. Tue Mar 31 09:52:32 2015 Page 1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-1Vd3pOPWqni66ibbrvxnwSiaim9nOTxaMZYgOfzVQWj J l o1 -2-0-0 2-0-0 4x6 = 4-0-8 4-0-8 5.00[12 6-11-6 2-10-14 4x6--;:.- 17 3x4 = 7-11-Q 10-9-0 13-3-0 d-11-10 2-10-0 2-6-0 5-8-0 14 6x10 MT18HS WB= 1~-7;-0 0-4'0 82x4 II 13 2x4 II 19-6-10 5-11-10 I 3x6 .:::::::- 12 4x6 = 2x411 3x10= 4-0-8 7-11-0 19-0-1 01 1 0-9-0 4-0-8 3-10-8 1-1-10 1-8-6 Plate Offsets (X Y)· [5 0-4-8 Edge] [7·0 4-8 Edge] [14·0-3-8 0-1-81 - LOADING (psi) SPACING 2-8-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.70 TCDL 14.0 Lumber Increase 1.25 BC 0.89 BCLL 0.0 * Rep Stress lncr NO WB 0.88 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) LUMBER 13-7-0 17-5-6 19-6-10 2-10-0 3-10-6 2-1-3 DEFL in {loc) I/ dell Ud Vert(LL) -0.30 13-14 >999 360 Vert(TL) -1.04 13-14 >304 240 Horz(TL) 0.21 10 n/a n/a Wind(LL) 0.28 13-14 >999 240 BRACING TOP CHORD 2-0-0 oc purlins (2-8-2 max.) 26-6-0 6-11-6 26-6-0 6-11-6 PLATES rv'IT20 MT18HS Weight: 133 lb TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G (Switched from sheeted: Spacing> 2-0-0). WEBS 2x4 DF Stud/STD G *Except* W7,W5: 2x4 DF No.1&BtrG REACTIONS (lb/size) 2=2170/0-3-8 (min. 0-2-5), 10=1796/0-3-8 (min. 0-1-15) Max Horz2=-119(LC 8) Max Uplifl2=-281 (LC 1 0), 1 0=-218(LC 1 0) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. BOT CHORD WEBS TOP CHORD 2-24=-2739/0, 2-25=-3552/295, 3-25=-3404/313, 9-28=-2904/232, 10-28=-3102/183, 1 0-29=-2097 /0, 5-30=-5449/652, 30-31 =-5450/652, 6-31 =-5452/651' 6-32=-5449/649, 7-32=-5451/649 BOT CHORD 2-17=-63/3142, 16-17=-207/4509, 15-16=-217/4564, 14-15=-217/4564, 13-14=-363/5701, 12-13=-351/5643, 10-12=-52/2761 WEBS 4-5=-288/49, 7-8=-324/75, 9-12=0/1041, 3-17=0/670, 6-14=-400/104, 7-14=-429/40, 5-14=-136/1070, 7-9=-2767/371, 7-12=-3011/312, 5-17=-1526/170, 3-5=-3042/373 NOTES (14) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 7-9, 7-12 2) Wind: ASCE 7-1 0; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=27ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed, end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 1 0} "Semi-rigid pitch breaks with fixed heels" Member end fixity rnodel was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 12) Hanger(s} or other connection device(s} shall be provided sufficient to support concentrated load(s} 100 lb down and 17 lb up at top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14} This Job conforms to LA City code as am mended 2011. LOAD CASE(S} Standard Continued on page 2 I 4x6 = GRIP 220/195 220/195 28-6-0 I 2-0-0 Scale= 1:49.5 Camber = 3/4 in FT = 20% 0 russ M21167 AA05 California TrusFrame LLC., Perris, CA. 92570 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-2=-91, 4-26=-91, 8-11=-91, 18-21=-27, 5-7=-91 Concentrated Loads (lb) Vert: 6=-1 OO(F) Trapezoidal Loads (plf) Vert 2=-227(F=-137)-to-26=-91 1 I Job Reference (optional) ~ Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:32 2015 Page 2 ID:D4rPOqNSLixmB7zyz5DtFpzcler-1Vd3pOPWqni66ibbrvxnwSiaim9n0TxaMZYgOfzVQWj russ ty AA06 ~~~l1 1 I Job Reference (optional) '--r>c"'al"-ifo:::rn:cia'""'Tr:rucc:s:rF:::ra=mcce•LL"C'.,·-,p<=e=rri-=-s,"C"'A-. '"92"5"70,.---------'-----------~ Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:33 2015 Page 1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-VhBR 1 MP9b4qzjsAoPcSOT g Fi2Aat7vokaDHDY5zVQWi -2-0-0 6-5-1 13-3-0 20-0-15 26-6-0 28-6-0 2-0-0 6-5-1 6-9-15 6-9-15 6-5-1 2-0-0 \ J "' 3x6 = 2x4 II 6-5-1 6-5-1 Plate Offsets (X Y) [2·0 6 2 o o 41 ' ---- LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress lncr NO BCDL 10.0 Code IBC2012/TPI2007 LUMBER 3x6 = 13-3-0 6-9-15 CSI TC 0.85 BC 0.45 WB 0.91 (Matrix-M) 4x6 = 8 4x8 = 20-0-15 6-9-15 DEFL in (loc) 1/defl Vert(LL) -0.08 12-13 >999 Vert(TL) -0.33 12-13 >957 Horz{TL) 0.11 10 n/a Wind(LL) 0.07 12-13 >999 2x4 II 26-6-0 6-5-1 Ud PLATES 360 MT20 240 n/a 240 VI/eight: 128 lb 3x6 = GRIP 220/195 Scale: 1/4"=1' Camber= 1/4 in FT =20% TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 OF No.1 &Btr G WEBS 2x4 DF Stud/STD G BRACING TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 3-8-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=1694/0-3-8 (min. 0-1-13), 10=1327/0-3-8 (min. 0-1-8) Max Horz2=-102(LC 8) Max Uplift2=-207(LC 1 0), 1 0=-176(LC 1 0) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 {I b) or less except when shown. TOP CHORD 2-26=-2089/0, 2-27=-2584/200, 27-28=-2410/214, 3-28=-2308/217, 3-29=-1641/155, 4-29=-1622/163, 4-30=-1558/156, 5-30=-1539/160, 5-31 =-1548/17 4, 6-31 =-1534/178, 6-32=-1539/187, 7 -32=-1525/194, 7 -33=-151 0/198, 8-33=-1479/202, 8-34=-1539/198, 9-34=-1633/176, 9-35=-2214/211' 1 0-35=-2350/191' 1 0-36=-1362/0 BOT CHORD 2-15=-88/2319, 14-15=-88/2232, 13-14=-88/2232, 12-13=-80/21 03, 1 0-12=-80/21 03 WEBS 8-13=-23/797, 3-19=-879/131, 18-19=-842/122, 17-18=-864/130, 16-17=-887/137, 13-16=-892/136, 3-15=0/255, 9-13=-734/123 NOTES (10) 1) This truss has been checked for uniform roof live load only, except as noted. 1 Brace at Jt{s): 17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=27ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MVIIFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads {plf) Vert: 1-2=-68, 8-28=-68, 8-11 =-68, 20-23=-20 Trapezoidal Loads (plf) Vert: 2=-205(F=-137)-to-28=-68 o russ iM21167 IAB01 I Qty I,Piy I 7 1 Job Reference (optional) California TrusFrame LLC , Perris, CA 92570 Run: 7.500 s Oct 23 2013 Print 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:33 2015 Page 1 ID :D4rPOqNSLixmB7lYz5DtF pzcler-VhBR 1 MP9b4qzjsAoPcSOTgFmvAZS7 44kaDHDY5zVQWi 3x4 II 5 3x6 = 4-5-11 4-5-11 Plate Offsets (X Y)· [3·0-1-6 Edge] [5·0-4-0 0-1-81 LOADING (psf) SPACING 2-8-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress !ncr NO CSI TC 0.60 BC 0.54 W8 0.25 9-3-0 11-3-0 4-9-5 2-0-0 4x6 = DEFL in (lac) 1/defl Ud Vert(LL) -0.14 5-8 >781 360 Vert(TL) -0.42 5-8 >259 240 Horz(TL) -0.01 5 n/a n/a PLATES IVIT20 GRIP 220/195 Scale= 1:25.8 Camber= 5/16 in BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) -0.02 5-8 >999 240 Weight: 40 lb FT= 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G REACTIONS (lb/size) 3=759/0-3-8 (min. 0-1-8), 5=495/0-3-8 (min. 0-1-8) Max Horz3=-233(LC 8) Max Uplift3=-136(LC 10), 5=-55(LC 10) Max Grav3=759(LC 1), 5=515(LC 19) FORCES (lb)-Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 2-10=-584/158, 3-10=-653/128, 3-11=-1098/0, 1-5=-311/51 BOT CHORD 3-5=-112/1218 WEBS 2-5=-586/175 NOTES (11) 1) This truss has been checked for uniform roof live load only, except as noted. BRACING TOP CHORD BOT CHORD 2-0-0 oc purlins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 10-0-0 oc bracing. 2) Wind: ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8Apsf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=;1 .33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20. Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 11) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard M21167 AC01 I Job II russ California TrusFrame LLC., Perris, CA. 92570 II russ Type GABLE vy I·Piy 11 I .Job Ref~ence (optional Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23°2ii<OT.13~Mc;;i;;cT e':i:k"CI n""d"'us"'tr:c:ie:::-s•, l:o:nc""". "Tccue"Mc.-a=r"3'1 "'09": 5""2"': 374 "'20"1"5'P'"'ac:-ge'.-'1 ID :D4rPOqNSLixmB7zyz5DtFpzcler-ztlpEiQnMOyqL ?l_zKzF?to27 aOrsaltpt1 n4YzVQWh 5-10-0 11-8-0 13-8-0 5-10-0 5-10-0 2-0-0 Scale = 1:21.6 5x6 = 4 sool'f2 2x4 II 2x4 II ~ ~~+-~----------~r-----~r-----~~----~~----~~------------~~~ ~~maagmmmaaummmmmmagaummmmmmammm~·~ 3x4-::::::--14 2x4 II 13 2x4 II 12 2x4 II 11 2x4 II 10 2x4 II 3x"l = ~----------------------------------------~1~1~-8~-0~------------------------------------~ 11-8-0 Plate Offsets (X Y)· [7·0-3-0 EdQe] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/defl Ud PLATES TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.00 9 n/r 120 1'111T20 TCDL 14.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.03 9 n/r 120 BCLL 0.0 * Rep Stress I ncr YES WB 0.06 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 54lb LUMBER GRIP 220/195 FT = 20% TOP CHORD 2x6 DF No.2 G *Except* T3: 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G OTHERS 2x4 DF Stud/STD G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb)- All bearings 11-8-0. Max Horz 1 =-51 (LC 24) Max Uplift All uplift 100 lb or less at joint(s) 1, 13, 14, 11 except 8=-171 (LC 28) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. Max Grav All reactions 250 lb or less at joint(s) 13 except 1 =311 (LC 45), 8=397(LC 51), 12=257(LC 48), 14=382(LC 46), 11=259(LC 49), 10=372(LC 44) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. WEBS 2-14=-323/69, 6-10=-302/29 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=2ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed , end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 180 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-8-0 for 15.4 plf. 12) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard ~~ I Job II russ 11 russ I ype !Oty il"fy I I M21167 AC02 I Common Girder ll 1 _ _ l _ _____j_~.QQ_ Reference (optional) LC"'a::cl i""'to=rnc:ia'"To::ru-:::s""Frcca=-mc:-e "LL'C'. ,"Pc:cer="risc:-, "CecA-. '"92"'5"70______ ----------,R"uc:cn:-': 7".5"'0"0 "=-s 'O'-'c~t 2"'3 2'0 13 Print: 7. 500 s Oct 23 2013 MiT ek Industries, Inc T ue Mar 31 09:52:35 20 15 Page 1 ID:D4rPOqNSLixmB7ZYz5DtF pzcler-R4JBS2RP7i4hz9KA W1 UUY5K7S_Hvbxa02XmKc_zVQWg 2-11-12 5-10-0 8-8-4 11-8-0 13-8-0 2-11-12 2-10-4 2-10-4 2-11-12 2-0-0 Scale = 1:21.5 Camber= 1/8 in 4x6 = 2 1 !3~~-----------------------------------------==~h ~------~4~-71-~4~------~---75-i1~0-~0---+--~7~-6~-712~-~-------~1~1-i8~~~------~ 4-1-4 1-8-12 1-8-12 4-1-4 Plate Offsets (X Y)· [1 0-3-0 0 2-71 [3·0-3-0 0-2-71 [5 0-4-0 0-1-81 - LOADING(psf) SPACING 2-0-0 CSI DEFL in {loc) 1/defl Ud PLATES TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.04 5-7 >999 360 MT20 TCDL 14.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.16 5-7 >903 240 BCLL 0.0 * Rep Stress lncr NO WB 0.44 Horz(TL) 0.03 3 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind{LL) 0.04 5-7 >999 240 VI/eight: 48 lb LUMBER GRIP 220/195 FT = 20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x6 DF SS G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-3-9 oc purlins. Rigid ceiling directly applied or 9-2-1 oc bracing. WEBS 2x4 DF Stud/STD G REACTIONS (lb/size) 1=1102/0-3-8 (min. 0-1-8), 3=1266/0-3-8 (min. 0-1-8) Max Harz 1 =-53(LC 6) Max Uplift1 =-486(LC 25), 3=-579(LC 26) Max Grav1=1171(LC 30), 3=1266(LC 1) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 {I b) or less except when shown. TOP CHORD 1-10=-2428/1155, 1-11=-2166/1 016, 2-11=-1903/587, 2-12=-1904/568, 3-12=-2167/1017, 3-13=-2429/1157 BOT CHORD 1-5=-1 029/2243, 3-5=-1 029/2247 WEBS 2-5=-22/1145 NOTES (12) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. B) This truss has been designed for a total drag load of 2000 lb. Lumber DOL={1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-8-0 for 171.4 plf. 9) Girder carries tie-in span(s): 8-0-0 from 1-0-0 to 10-8-0 1 0) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-2=-68, 2-4=-68, 1-7=-20, 7-9=-146(F=-126), 3-9=-20 !~ I 0 russ 'M21167 ADD1 California TrusFrame LLC., Perris, CA. 92570 l J t 0 42 40 14-9-0 14-9-0 39 38 37 36 35 5x6 = 2x4 II 11 2x4 II 12 34 33 32 31 30 29 28 27 26 25 24 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 5x6 =2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 29-6-0 29-6-0 Plate Offsets (X Y)· [21·0-3-0 Edgel [34 0-3-0 0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.00 23 n/r 120 I'JIT20 TCDL 14.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.03 23 n/r 120 BCLL 0.0 * Rep Stress lncr YES WB 0.13 Horz(TL) 0.03 32 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 190 lb LUMBER Scale= 1:49.9 GRIP 220/195 FT=20% TOP CHORD 2x6 DF No.2 G *Except* T3: 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G OTHERS 2x4 DF Stud/STD G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-3 oc purlins. Rigid ceiling directly applied or 4-1-13 oc bracing. REACTIONS (lb)- All bearings 29-6-0. Max Horz 1 =-119(LC 23) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. Max Uplift All uplift 100 lb or less atjoint(s) 34, 35, 36, 37, 38, 39, 40, 41, 42, 31, 30, 29, 28, 27,26 except 1=-1116(LC 27), 25=-182(LC 28), 24=-123(LC 19), 22=-1218(LC 28) Max Grav All reactions 250 lb or less at joint(s) 33, 34, 35, 36, 37, 38, 32, 31, 30, 29, 28 except 1 =1190(LC 26), 39=253(LC 63), 40=264(LC 62), 41 =251 (LC 61), 42=361 (LC 60), 27=254(LC 75), 26=262(LC 76), 25=268(LC 77), 24=378(LC 58), 22=1234(LC 35) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 1-43=-2942/2917, 2-43=-2728/2725, 2-44=-2477/2452, 3-44=-2340/2329, 3-45=-2206/2193' 4-45=-1985/2070' 4-46=-1 939/1929, 5-46=-1712/1807' 5-47=-1672/1682, 6-47=-1437/1543, 6-48=-1405/1444, 7-48=-1163/1280, 7-49=-1138/1205, 8-49=-891/1 010, 8-50=-870/967, 9-50=-623/741' 9-51 =-61 0/738, 10-51 =-363/511' 1 0-52=-331 /477, 11-52=-128/250, 12-53=-236/361' 12-54=-243/460, 13-54=-490/632, 13-55=-499/642, 14-55=-7 46/868, 14-56=-789/881' 15-56=-1 003/1106, 15-57=-1 064/1134, 16-57=-1261/1344, 16-58=-1330/1382, 17-58=-1521/1582, 17 -59=-1613/1645, 18-59=-1782/1821' 18-60=-191 0/1938, 19-60=-2047/2064, 19-61 =-2136/2127, 20-61 =-2273/2253, 20-21 =-2461/2462, 21-62=-2470/2472, 22-62=-2859/2820 BOT CHORD 1-42=:2644/2757, 41-42=-2222/2289, 40-41 =-1958/2049, 39-40=-17 42/1809, 38-39=-1502/1569, 37 -38=-1262/1329, 36-37=-1 022/1089, 35-36=-782/849, 34-35=-542/609, 33-34=-288/354, 32-33=-211/277, 31-32=-451/517, 30-31 =-691/757, 29-30=-931/997, 28-29=-1171/1237, 27-28=-1411/1477, 26-27=-1651/1717, 25-26=-1867 /1933, 24-25=-2131/2197, 22-24=-2576/2665 WEBS 2-42=-31 0/60, 20-24=-310/128 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=2ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7} • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit Coibe~Klreeroth13~m chord and any other members. 0 russ M21167 AD01 California TrusFrame LLC., Perris, CA. 92570 NOTES (13) 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 10) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 29-6-0 for 180.0 plf. 12) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This Job conforms to LA City code as am mended 2011 LOAD CASE(S) Standard 0 i IM21167 russ AD02 ~ Job Reference (optional) California TrusFrame LLC-., "Peccr'ncsc-, "CA~9"'2~57"'a~~~~~-'-~~~~~~--~~~-Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 201;-;3f'iM'leiT~eOi;k'T.In~dcc:us"'tr"'ie::o-s,'-ln00cc-_ "Tu-:::e"'M'-a::Cr oc31"0'-'9"':5"'2:co38"2"'0"'1"5 rp>:Oag;;-;e~1 10: D4rPOqNSLixmB7ZYz5DtFpzcler-sf_K44 THQdSGqd31CA 1 BAjybRBJZoDITkV? _DJzVQWd 5-4-6 8-3-1 14-9-0 21-2-15 29-6-0 31-6-0 5-4-6 2-10-11 6-5-15 6-5-15 8-3-1 2-0-0 Scale= 1:50.3 Camber= 1/4 in \ I g 1 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER 5-4-6 546 -- 8-3-1 14-9-0 --2 10 11 6 5 15 -- SPACING 2-0-0 CSI Plates Increase 1.25 TC 0.74 Lumber Increase 1.25 BC 0.42 Rep Stress !ncr YES WB 0.73 Code IBC2012/TPI2007 (Matrix-M) 4x6 = 3 21-2-15 29-6-0 6 5 15 --8 3 1 -- DEFL in (lac) 1/defl Lid PLATES GRIP Vert(LL) -0.09 7-8 >999 360 MT20 220/195 Vert(TL) -0.34 7-8 >999 240 Horz(TL) 0.12 5 n/a n/a Wind(LL) 0.08 7-8 >999 240 Weight: 122 lb FT= 20% TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=1296/0-3-8 (min. 0-1-8), 5=1440/0-3-8 (min. 0-1-9) Max Harz 1=-120(LC 8) Max Uplift1=-108(LC 10), 5=-186(LC 10) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-2087/214, 1-18=-2465/207, 2-18=-2365/232, 2-19=-1716/184, 3-19=-1620/221, 3-20=-1620/221' 4-20=-1716/183, 4-21 =-2356/227, 5-21 =-2455/202, 5-22=-1781/0 BOT CHORD 1-10=-250/2363, 9-10=-78/2185, 8-9=-78/2185, 7-8=-73/2174, 5-7=-73/2174 WEBS 3-8=-48/861, 2-8=-781/133, 2-10=0/287, 4-8=-770/127, 4-7=0/284 NOTES (9) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard r:f 6 russ Qty !Ply I 1 3 . 1 Job Reference (optional) AD03 California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:38 2015 Page 1 ID :D4rPOqNSLixm87zyz5DtFpzcler-sf_K44 THQdSGqd31CA 1 BAjyahBFXoFITkV? _DJzVQWd 7-0-15 14-9-0 22-5-1 29-6-0 31-6-0 7-0-15 7-8-1 7-8-1 7-0-15 2-0-0 3x6.::;:::. l~ 0 4x6 = 2x4 II 3x4 = 4x6 = 7-0-15 12-3-0 7-0-15 5-2-1 Plate Offsets (X Y)· r1 0 0 14 Edge] r4 0 2 0 Edge] ---- LOADING(psf) SPACING 2-7-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.79 TCDL 14.0 Lumber Increase 1.25 BC 0.68 BCLL 0.0 * Rep Stress I ncr NO WB 0.61 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) LUMBER 3x4 = 4 3x6 .:::::- 3x4 = 2x4 II 17-3-0 22-5-1 5-0-0 5-2-1 DEFL in (lac) 1/defl Ud I Vert(LL) -0.16 10-12 >999 360 Vert(TL) -0.68 10-12 >524 240 Horz(TL) 0.15 7 n/a n/a Wind(LL) 0.13 10-12 >999 240 BRACING TOP CHORD 2-0-0 oc purlins (3-3-3 max.) 29-6-0 7-0-15 PLATES MT20 Weight: 137 lb TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G (Switched from sheeted: Spacing > 2-0-0). WEBS 2x4 OF Stud/STD G *Except* W4: 2x6 OF No.2 G REACTIONS (lb/size) 1=1712/0-3-8 (min. 0-1-13), 7=1897/0-3-8 (min. 0-2-0) Max Harz 1 =-155(LC 8) Max Uplift1=-143(LC 10), 7=-243(LC 10) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD TOP CHORD 1-22=-2478/221, 1-23=-3385/293, 23-24=-3278/296, 2-24=-3190/323, 2-25=-2810/276, 3-25=-2702/321' 3-26=-329/133, 4-26=-317/153, 4-27=-317/153, 5-27=-329/132, 5-28=-2699/318, 6-28=-2805/290, 6-29=-3171/313, 29-30=-3256/286, 7-30=-3366/283, 7-31 =-2066/0 BOT CHORD 1-13=-236/3025, 12-13=-139/3025, 11-12=-13/2236, 11-32=-13/2236, 1 0-32=-13/2236, 9-10=-129/3005, 7-9=-129/3005 WEBS 5-10=0/703, 3-12=-4/707, 3-5=-2284/397, 2-12=-678/158, 6-10=-660/147 NOTES (12) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 1 0-ll-0 oc bracing. 2) Wind: ASCE 7-1 a; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 61b up at 14-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-88, 4-B=-BB, 16-19=-26 Continued on page 2 4x6 = GRIP 220/195 Scale= 1:50.3 Camber= 1/2 in FT= 20% II russ AD03 ~ California TrusFrame LLC., Perris. CA. 92570 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 32=-75(F) II russ rype COMMON I Qty !Ply I 3 . 1 1 Job Reference (optional) -----'R"u"'nc-: -",."'5o"'o-'s:-ro"'c"'t 2"'3;-c2-'o'-'1"3"P"'ri"'ntc-.· 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:38 2015 Page 2 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-sf_K44THQdSGqd31CA1BAjyahBFXoFITkV?_DJzVQWd 0 russ M21167 AD04 California TrusFrame LLC., Perris, CA. 92570 3-5-11 11-0-0 3-5-11 7-6-6 Scale= 1:44.8 Camber = 3/8 in 3x4 = I~ 3-5-11 8-6-0 13-6-0 18-8-1 25-fl-0 3-5-11 5-0-6 5-0-0 5-2-1 7-0-15 Plate Offsets (X Y)· [3·0-1-4 0-1-81 [4·0-2-0 Edge] [5 0-1-4 0-1-8] [7 0-3-0 0-1-8] LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.18 10-12 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.63 10-12 >487 240 BCLL 0.0 * Rep Stress I ncr NO WB 0.57 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.11 10 >999 240 \1Veight: 130 lb FT =20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins, except end verticals. WEBS 2x4 DF Stud/STD G *Except* W5 2x6 DF No.2 G REACTIONS (lb/size) 13=1152/0-3-8 (min. 0-1-8), 7=1316/0-3-8 (min. 0-1-8) Max Harz 13=-155(LC 8) Max Uplift13=-96(LC 10), 7=-176(LC 10) FORCES (I b)-Max. Comp.!Max. Ten. -All forces 250 (I b) or less except when shown. BOT CHORD TOP CHORD 2-20=-1507/167, 3-20=-1371/187, 3-21=-339/111, 4-21=-329/128, 4-22=-262/224, 5-22=-271/209, 5-23=-1649/212, 6-23=-1750/193, 6-24=-2087/211' 7-24=-2238/190, 7-25=-1517/0, 1-13=-307/34 BOT CHORD 12-13=-16/1158, 12-26=0/1319, 11-26=0/1319, 11-27=0/1319, 27-28=0/1319, 10-28=0/1319, 9-10=-71/1992, 7-9=-71/1992 WEBS 5-10=-6/598, 3-5=-1396/280, 6-10=-598/120, 2-12=0/375, 2-13=-1479/147 NOTES (11) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilize1s and required cross bracing be installed during truss erection, in <tccordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=26ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250. Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 86 lb down and 7 lb up at 11-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-8=-68, 13-16=-20 Continued on page 2 0 i o russ russ ype I M21167 AD04 COMMON "'cccal'"ifo=-=r=-nr"'a'T'=ru""s""F=rac=mc:e'L'L""C-.,"P::cer::Ori=-s,'C~A"9"2"'5""7D,-~~-~_j_ ·~~~~~~~~~~~~~="'"Ci'O:o" LOAD CASE(S) Standard Concentrated Loads (lb) Vert 27=-75(F) ('Job I iM21167 I I russ ADOS t rruss I ype JcoMMON IOty [y I L 1 Job Reference (optional) California TrusFrame LLC., Perris, CA 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:39 2015 Page 1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-KrYiHQUvBwb7RndyltZQixVIbbYNXftcz9kYIIzVQWc 3-8-8 I 5-7-12 8-0-0 11-0-0 1 12-1-0 1 16-2-0 I 18-0-10 I 20-5-8 I 25-9-0 27-9-0 I 1-1-0 4-1-0 1-10-10 2-4-14 5-3-8 2-0-0 3-8-8 1-11-4 2-4-4 3-0-0 5.00 [12 2x4 II 3 ~~~--------~--~8~-~2-~0 ____________ ~,_2x4 II 4x6-::::.- I~ 3x4-::.- 16 5x8 = 13 6x10 MT18HS WB= 3x10 = 2x4 II 3-8-8 I 5-7-12 I 8-0-0 8[6-1 1 2 12-1-0 3-8-8 1-11-4 2-4-4 0-6-12 3-6-4 Plate Offsets (X Y)· [13'0 4 o o 1 81 [16·0 2 o o 2 4] --- ---- LOADING (pst) SPACING 2-4-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.78 TCDL 14.0 Lumber Increase 1.25 BC 0.83 BCLL 0.0 * Rep Stress !ncr NO WB 0.81 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) LUMBER 16-2-0 4-1-0 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 12 2x4 II 19-9-15 0-7-15 (toe) -0.34 12-13 -1.17 12-13 0.18 9 0.33 12-13 20-5-8 3-7-9 I/ deft Ud >902 360 >262 240 n/a n/a >941 240 3x6 .::::::- 11 4x6 = 25-9-0 5-3-8 PLATES MT20 MT18HS Weight 134 tb Scale ~ 1:46.1 Camber= 13/16 in 4x6 = GRIP 220/195 220/195 FT = 20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G BRACING TOP CHORD 2-0-0 oc purtins (2-5-3 max.), except end verticals (Switched from sheeted: Spacing> 2-0-0). REACTIONS (lb/size) 17=1331/0-3-8 (min. 0-1-8), 9=1538/0-3-8 (min. 0-1-10) Max Harz 17=-145(LC 8) Max Uplift17=-102(LC 10), 9=-210(LC 10) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (I b) or tess except when shown. BOT CHORD WEBS TOP CHORD 1-21=-1518/143, 2-21=-1420/160, 8-24=-2557/237, 9-24=-2642/205, 9-25=-2000/0, 1-17=-1296/123, 4-26=-5692/731, 5-26=-5696/731, 5-27=-5689/727, 27 -28=-5692/727, 28-29=-5692/726, 6-29=-5694/726 BOT CHORD 15-16=-381/4453, 14-15=-393/4504, 13-14=-393/4504, 12-13=-454/5406, 11-12=-438/5314, 9-11=-95/2360 WEBS 3-4=-290/47, 6-7=-291/47, 1-16=-87/1470, 8-11=-45/1052, 5-13=-381/122, 4-13=-125/1275, 6-13=-155/446, 2-16=-50/655, 2-4=-1411/254, 4-16=-3300/393, 6-8=-2336/311' 6-11 =-3116/376 NOTES (14) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 9-1 ·t-9 oc bracing. 1 Row at midpt 4-16, 6-11 2) Wind: ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=26ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWiFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 6) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide witt fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a rnoving concentrated toad of 250.0tb dead located at al_t mid panels and at all panel points along the Top Chord, nonconcurrent with any other live toads. 1 0) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purtin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated toad(s) 114 lb down and 18 lb up at bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, toads applied to the face of the truss are noted as front (F) or back (B). 14) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard Continued on page 2 I M21167 ADOS II russ I ype !COMMON I Job I fruss California TrusFrame LLC., Perris, CA. 92570 I Qty ;Ply I _ 3 I 1 Job Reference (optional) -~--------------,;Run: 7.500 s Oct232013 Print: 7.500 s Oct23 2013 MiTek Industries, Inc. Tue Mar31 09:52:392015 Page 2 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-KrYiHQUvBwb7RndyltZQixVIbbYNXftcz9kYIIzVQWc LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced) Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-79, 7-10=-79, 17-18=-23, 4-6=-79 Concentrated Loads (lb) Vert: 13=-100(F) I Job I' russ 11 russ I ype iM21167 AD06 COMMON IQty !Ply I 1 1 Job Reference (optional) California TrusFrame LLC., Perns, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:40 2015 Page 1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-o164VIVYxEj_3wC8Ja4fF82w3?tSG6?mBpU51BzVQWb 1-1-3-0 I 3-8-8 5-7-12 8-0-0 11-0-0 112-1-01 1-3-0 3-8-8 1-11-4 2-4-4 3-0-0 1-1-0 16-2-0 I 18-0-10 I 20-5-8 I 25-9-0 I 27-9-0 I 4-1-0 1-10-10 2-4-14 5-3-8 2-0-0 500[12 3x6-;::.. 3x6-:;::.. 2x4 II 3 0.25lli._ 15 13 12 2x4 II 5x10 = 6x10 MT18HS WB= 3x8 = 2x4 II 1-1-3-o 1 3-8-8 1 5-7-12 1 a-o-o 8!8-F 3-6-4 4-1-0 1£-9-]5 1-3-0 3-8-8 1-11-4 2-4-4 0-6-12 12-1-0 16-2-0 -7-15 Plate Offsets (X Y) [1 o 2 4 0 1 8] [13'0 2 12 0 1 81 [16·o 4 4 0 2 41 ------------ LOADING (psf) SPACING 2-4-0 CSI DEFL in (loc) 1/defl TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.37 12-13 >860 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -1.29 12-13 >250 BCLL 0.0 • Rep Stress I ncr NO WB 0.81 Horz(TL) 0.19 9 n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.36 13 >901 LUMBER 3x6 .:::::- 4x6 = 20-5-8 3-7-9 Ud 360 240 n/a I 240 BRACING TOP CHORD 2-0-0 oc purlins (2-4-11 max.) 25-9-0 5-3-8 PLATES MT20 MT18HS Weight: 139 lb TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G (Switched from sheeted: Spacing > 2-0-0). REACTIONS (lb/size) 17=1342/0-3-8 (min. 0-1-8), 9=1555/0-3-8 (min. 0-1-11) Max Harz 17=-91 (LC 8) Max Uplift17=-104(LC 10), 9=-210(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD WEBS TOP CHORD 1-21=-1949/160, 2-21=-1890/182, 8-24=-2581/237, 9-24=-2668/205, 9-25=-2094/0, 4-26=-5827/727, 26-27=-5827/726, 5-27=-5831/726, 5-28=-5827/723, 28-29=-5827/722, 6-29=-5829/722 BOT CHORD 15-16=-408/4862, 14-15=-420/4919, 13-14=-420/4919, 12-13=-456/5496, 11-12=-440/5403, 9-11 =-94/2382 WEBS 3-4=-285/42, 6-7=-291/47, 1-16=-117/1808, 8-11=-45/1070, 5-13=-380/120, 4-13=-98/975, 6-13=-118/490, 2-16=-39/891, 2-4=-1831/283, 4-16=-3313/388, 6-8=-2358/311, 6-11=-3185/369, 1-17=-1298/131 NOTES (12) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 9-11-5 oc bracing. 1Rowatmidpt 4-16,6-11 2) Wind: ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=27ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWiFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 9) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 12) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard Scale: 1/4"=1' Camber= 15/16 in 4x6 = GRIP 220/195 220/195 FT=20% I Job I' russ ~ADO? II russ I ype Common I ~ty I Ply 1 I Job Reference (optional) California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:41 2015 Page 1 ID:D4rPOqNSLixmB7zyz5DtFpzcler-GEgTi5WAiYrrh4nKtlbunMa7p0Lu?ZPvQTDfqezVQWa 4-7-13 11-0-0 17-5-15 25-9-0 27-9-0 4-7-13 6-4-4 6-5-15 8-3-1 2-0-0 4x6 = 2x4 II 6 2x4 = 3x6 = 4x8 = 4-7-13 11-0-0 4 7 13 --644 -- LOADING (psi) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.67 TCDL 14.0 Lumber Increase 1.25 BC 0.38 BCLL 0.0 * Rep Stress lncr YES WB 0.80 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) LUMBER 2x4 II 17-5-15 6 5 15 -- DEFL in (loc) 1/defl Vert(LL) -0.07 14-28 >999 Vert(TL) -0.28 14-28 >999 Horz(TL) 0.06 12 n/a Wind(LL) 0.05 14 >999 25-9-0 8 3 1 -- Ud PLATES 360 MT20 240 n/a 240 Weight: 1481b 4x6 = GRIP Scale = 1:45.3 Camber = 3/16 in 220/195 FT = 20% TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purl ins, except end verticals. WEBS 2x4 OF Stud/STD G OTHERS 2x4 OF Stud/STD G REACTIONS (lb/size) 12=1287/0-3-8 (min. 0-1-8), 18=1106/0-3-8 (min. 0-1-8) Max Horz 18=-155(LC 8) Max Uplift12=-174(LC 10), 18=-91(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. BOT CHORD JOINTS TOP CHORD 1-29=-1356/133, 2-29=-1254/151, 2-30=-1312/144, 3-30=-1253/159, 3-31=-1246/162, 4-31=-1232/167, 4-32=-1241/179, 5-32=-1227/186, 5-33=-1191/187, 6-33=-1160/191, 6-34=-1174/193, 7-34=-1205/189, 7-35=-1227/186, 8-35=-1241/180, 8-36=-1236/171, 9-36=-1252/167, 9-37=-1236/153, 1 0-37=-1268/149, 1 0-38=-1334/163, 11-38=-1348/157, 11-39=-1967/194, 12-39=-2066/170, 12-40=-1659/0, 1-18=-1 067/110 BOT CHORD 16-17=0/1210, 15-16=0/1210, 14-15=-43/1815, 12-14=-43/1955 WEBS 6-15=-27/584, 1-17=-75/1254, 15-20=-778/127, 19-20=-782/129, 19-21=-754/121, 21-22=-726/110, 11-22=-788/133, 11-14=0/285, 2-17=-336/98 NOTES (10) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 10-ll-0 oc bracing. 1 Brace at Jt(s): 19, 24 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=26ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing atjoint(s) 18 considers parallel to grain value using ANSI/TPI1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a rnoving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 1 0) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 11 I Job Reference (optional) I Job II russ !Truss I ype I M21167 AE01 MONO TRUSS ~Caccl,~fo~rnccia-,T""'ru--,s~Fr~a•mcc-e "LL'C'.,"PCC'er"ric-s,"CccA-. ""92"'5"'70,..-------_j_-Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:41 2015 Page 1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-GEgTi5WAiYrrh4nKtlbunMaAZONM?g5vQTDfqezVQWa 5-1-0 S-11-0 11-11-0 5-1-0 4-10-0 2-0-0 3x4 II Scale= 1:27.1 3x4 = 5-1-0 9-11-0 5-1-0 4-10-0 Plate Offsets (X Y)· [3 0-0-6 EdQe] [6·0-2-4 0-1-8] LOADING (psf) SPACING 2-7-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.02 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.07 5-6 >999 240 BCLL 0.0 * Rep Stress lncr NO WB 0.38 Horz(TL) -0.02 6 n/a n/a BCDL 10.0 I Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.01 5-6 >999 240 Weight 45 lb FT =20% LUMBER TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x4 DF No 1 &Btr G WEBS 2x4 DF Stud/STD G REACTIONS (lb/size) 3=761/0-3-8 (min. 0-1-8), 6=531/0-3-8 (min. 0-1-8) Max Horz3=-241(LC 8) Max Uplift3=-142(LC 10), 6=-50(LC 10) Max Grav3=761(LC 1), 6=540(LC 19) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11 =-707/88, 3-11 =-833/56, 3-12=-672/0, 1-6=-325/48 BOT CHORD 5-6=-46/712, 3-5=-77/777 WEBS 2-6=-749/107, 2-5=0/266 NOTES (11) 1) This truss has been checked for uniform roof live load only, except as noted. BRACING TOP CHORD BOT CHORD 2-0-0 oc purl ins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 10-0-0 oc bracing. 2) Wind: ASCE 7-1 0; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purl in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard r~ ! russ russ ype [GABLE [M21167 AF01 1 I Job Reference (optional) California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:43 2015 Page 1 ID:D4rPOqNSLixmB7Z'fz5DtFpzcler-CcoD7nXQE95ZwOxj_jdMtngbsC5yTcECuniluWzVQWY 15-6-0 31-0-0 33-0-0 15-6-0 15-6-0 2-0-0 Scale= 1:53.5 5x6 = 2x4 II 11 12 :ji 0 43 42 41 40 39 38 37 36 35 3433 32 31 30 29 28 27 26 25 24 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 3x4 = 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 I 2x4 II 2x4 II 2x4 II 31-0-0 31-0-0 Plate Offsets (X Y)· [21 0-3-0 EdQel LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/ dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.00 23 n/r 120 II\/IT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.03 23 n/r 120 BCLL 0.0 * Rep Stress !ncr YES WB 0.14 Horz(TL) 0.00 22 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight 204 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 G *Except* T3: 2x4 OF No.1&Btr G BOT CHORD 2x4 OF No.1 &Btr G OTHERS 2x4 OF Stud/STD G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except 10-0-0 oc bracing: 32-33. REACTIONS (lb)- All bearings 31-0-0. Max Horz1=-127(LC B) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. Max Uplift All uplift 100 lb or less atjoint(s) 1, 36, 37, 38, 39, 40, 41, 42, 43, 31, 30, 29, 28, 27, 26 except 25=-1 05(LC 58), 22=-155(LC 28) Max Grav All reactions 250 lb or less at joint(s) 33, 35, 36, 37, 38, 39, 40, 42, 32, 31, 30, 29, 28, 27, 25 except 1=318(LC 59), 41=262(LC 62), 43=407(LC 39), 26=261(LC 76), 24=430(LC 58), 22=400(LC 79) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. WEBS 2-43=-334/7 4, 20-24=-338/36 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. 2) VVind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=31ft; eave=2ft; Cat. II; Exp C; Kd 1.00; enclosed; MVVFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MVVFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. B) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 180 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 31-0-0 for 5.8 plf. 12) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard !Job II russ I cl rOuMssMTOyNpe I 01 ty I Ply I :LI M21167 AF02 1 . Job Reference (optional) 'ccca""lifoccrc-cniac-T'"rc-us"'F"'raccmcce'L"LC".', P"ec'rrccis ,'C--.A-. "9"'25'"7"0 _____ .L____ ----------R"'uc::n"": 7". 5"'0'-'0'"=s'O"c"t 2"'3"2"'0""13"P"'r"'int": ~7 .~50:;;;0C::s7o'"'c~t 2:;i;3C-'2i'iio"-13C'iM£iT~e"'=k"i'l n="dccus::ctro:ie::cs,"l n:c:cc-. "Tc::ue"M'"ca::croc31.-c0""9"': 5"'2·".44' 2"'0"1"5 "P"'ag:;;e~1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-hpMbK7Y2?TDPYYWvYQ8bP _CcOcMZCukL6RSJRzzVQWX 8-6-0 15-6-0 22-6-0 31-0-0 33-0-0 8-6-0 7-0-0 7-0-0 8-6-0 2-0-0 J I I [:jj 0 4x6 = LOADING(psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 LUMBER 2x4 II 3x6 = 8-6-0 15-6-0 860 --700 -- SPACING 2-0-0 CSI Plates Increase 1.25 TC 0.80 Lumber Increase 1.25 BC 0.45 Rep Stress lncr YES WB 0.89 Code IBC2012/TPI2007 (Matrix-M) 4x6 = 3 4x8 = 22-6-0 700 -- DEFL in (loc) Vert(LL) -0.10 7-8 Vert(TL) -0.39 7-8 Horz(TL) 0.13 5 Wind(LL) 0.09 7-8 2x4 II 1/defl Ud >999 360 >947 240 n/a n/a >999 240 3'1-0-0 860 -- PLATES MT20 Weight: 128 lb Scale= 1:52.7 Camber = 5/16 in 4x6 = GRIP 220/195 FT=20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 OF Stud/STD G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=1362/0-3-8 (min. 0-1-8), 5=1505/0-3-8 (min. 0-1-10) Max Horz1=-129(LC 8) Max Uplift1=-114(LC 10), 5=-191(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 1-17=-2195/225, 1-25=-2616/220, 18-25=-2514/220, 2-18=-2504/245, 2-19=-1813/192, 19-26=-1722/192, 20-26=-1712/212, 3-20=-1711/233, 3-21=-1711/232, 21-27=-1712/212, 22-27=-1722/21 0, 4-22=-1813/192, 4-23=-2495/241' 23-28=-2504/215, 5-28=-2607/215, 5-24=-1874/0 BOT CHORD 1-1 0=-264/2484, 9-1 0=-89/2322, 8-9=-89/2322, 7 -8=-84/2312, 5-7=-84/2312 WEBS 3-8=-45/895, 4-8=-823/136, 4-7=0/298, 2-8=-834/142, 2-1 0=0/300 NOTES (9) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=B7mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=31ft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed, end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard 0 IM21167 russ AF03 California TrusFrame LLC., Perris, CA. 92570 7-3-4 7-3-4 4x6 = 2x4 II 7-3-4 7-3-4 Plate Offsets (X Y)· [1·0-0-14 Edge] [4·0 2 o Edge] -- LOADING(psf) SPACING 2-7-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr NO BCDL 10.0 Code IBC2012/TPI2007 LUMBER 13-0-0 5-8-12 15-6-0 8-2-12 3x4 = 3x6-:::::-4 3x4 = 4x6 = 15-6-0 2-6-0 CSI TC 0.98 BC 0.60 WB 0.61 (Matrix-M) 3x6 .::::::- 3x4 II 3x4 = 2x4 II 18-0-0 23-8-12 2-6-0 5-8-12 DEFL in (loc) 1/defl Ud Vert(LL) -0.15 10-14 >999 360 Vert(TL) -0.61 14-15 >608 240 Horz(TL) 0.16 7 n/a n/a Wind(LL) 0.12 10-14 >999 240 BRACING TOP CHORD 2-0-0 oc purlins (2-4-4 max.) 31-0-0 7-3-4 PLATES MT20 Weight: 1431b TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G (Switched from sheeted: Spacing> 2-0-0). WEBS 2x4 DF Stud/STD G *Except* W4: 2x6 DF No.2 G REACTIONS (lb/size) 1=1797/0-3-8 (min. 0-1-15), 7=1982/0-3-8 (min. 0-2-2) Max Horz 1 =-166(LC 8) Max Uplift1=-150(LC 10), 7=-250(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. BOT CHORD TOP CHORD 1-22=-2567/234, 1-23=-3600/311, 2-23=-3488/340, 2-24=-2913/314, 3-24=-2796/342, 3-25=-264/242, 4-25=-253/261' 4-26=-253/261' 5-26=-264/241' 5-27=-2793/340, 6-27=-2909/312, 6-28=-3470/330, 7 -28=-3581/302, 7 -29=-2154/0 BOT CHORD 1-15=-251/3222, 14-15=-153/3222, 13-14=-20/2318, 13-30=-20/2318, 12-30=-20/2318, 12-31 =-20/2318, 31-32=-20/2318, 11-32=-20/2318, 10-11 =-20/2318, 9-1 0=-143/3203, 7 -9=-143/3203 WEBS 5-10=-0/761, 3-14=-4/767, 6-10=-765/151, 6-9=0/259, 2-14=-786/161, 2-15=0/265, 3-5=-2528/480 NOTES (12) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 10-0-0 oc bracing. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=31ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purl in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1 0) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 6 lb up at 15-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Continued on page 2 4x6 = GRIP 220/195 Scale = 1:52.7 Camber = 3/8 in FT = 20% jJO russ IM21167 IAF03 California TrusFrame LLC, Perris, CA.~9~2~57~0~-----~----------- LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-88, 4-8=-88, 16-19=-26 Concentrated Loads (lb) Vert: 31=-75(F) Job M21167 I russ AF04 I California TrusFrame LLC., Perris, CA. 92570 I russ ype Common ----'R""uccn•7~.s"'ac"aLs'O~c~t 2"3"'2"'0"'13~P'"'r"'int,-· 7"'.~so;;;o'-'s-;;Occct:-;2~3"'2:;c01'-'3°~M~iT~e7k""ln'L,d-us~tr"'ie""s,'ln_c_. "'"Tu--ce-.M"a-r "'31"0""9"":5=2:~45~2"'0""'15~P~-oi~ ID:D4rPOqNSLixmB7ZYz5DtFpzcler-9?vzYTZgmmLG9i5568fqyBIIoOeAxNoVL5BszPzVQWW 3-10-10 11-9-0 19-11-12 27-3-0 29-3-0 3-10-10 7-10-6 8-2-12 7-3-4 2-0-0 Scale= 1:47.3 Camber = 3/8 in d ~ 1 3x4 = 3x4-:::::- 9-3-0 9-3-0 3x4 = 4 14-3-0 5-0-0 Plate Offsets (X Y)· [3·0 1 4 0 1 81 [4·0 2 0 EdQe1 [7'0 3 0 0 1 81 ------ -- LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.93 TCDL 14.0 Lumber Increase 1.25 BC 0.61 BCLL 0.0 * Rep Stress lncr NO WB 0.71 BCDL 10.0 Code IBC20121TPI2007 (Matrix-M) LUMBER 3x6-=:::::- I~ 0 2x4 II 3x6.:::::. 19-11-12 2?-3-0 5-8-12 7-3-4 DEFL in (loc) 1/defl Lid PLATES GRIP Vert(LL) -0.18 10-12 >999 360 MT20 220/195 Vert(TL) -0.64 10 >506 240 Horz(TL) 0.08 7 n/a n/a Wind(LL) 0.12 10 >999 240 Weight: 137 lb FT=20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins, except end verticals. WEBS 2x4 DF Stud/STD G *Except* W5: 2x6 DF No.2 G REACTIONS (lb/size) 13=1218/0-3-8 (min. 0-1-8), 7=1382/0-3-8 (min 0-1-8) Max Horz 13=-163(LC 8) Max Uplift13=-101(LC 10), 7=-181(LC 10) FORCES (I b)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD TOP CHORD 2-20=-1618/179, 3-20=-1465/202, 3-21=-274/209, 4-21=-266/222, 4-22=-185/356, 5-22=-194/342, 5-23=-1736/225, 6-23=-1843/203, 6-24=-2245/227, 7 -24=-2401/205, 7-25=-1575/0, 1-13=-314/35 BOT CHORD 12-13=-30/1278, 12-26=0/1395, 11-26=0/1395, 11-27=0/1395, 27 -28=0/1395, 1 0-28=0/1395, 9-1 0=-84/2141, 7 -9=-84/2141 WEBS 5-10=-7/606, 3-5=-1640/353, 6-10=-660/130, 2-12=0/333, 2-13=-1590/167 NOTES (11) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 o; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=27ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4} *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 86 lb down and 6 lb up at 11-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-8=-68, 13-16=-20 Continued on page 2 russ I JO ~ AF04 California TrusFrame LLC., Perris, CA. 92570 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 27=-75(F) russ ype \common 1k Reference (optional) ------,R,;-u;;:;ncc. 77.'"5o"o"s~Oc::ct"2"3"2*o"'13""'P:crin""t: 7.500 s Oct 23 2"o1'-3CiM~iTccek~lnc,duc:s:;:tl·:c:;ec:s', l::nc=-.~T"'uc:e-.M'"a:::r"371 "0"'9:"5200:"'45 2015 Page 2 ID:D4rPOqNSUxmB7ZYz5DtFpzcler-9?vzYTZgmmLG9i5568fqyBIIoOeAxNoVL5BszPzVQWW 1 o russ russ ype IM21167 AF05 ICO. MMO--N----------n;c~ccr;:n"::-<= t Job Reference (optional) ~C"'al"'ifo::::rn'"ia=-'T""ruc:s:rF=ra=mc=-e"LL"C.-.,"P"'er~ri::-s,7C"'A-o.92"5"'70n-------Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar31 09:52:46 2015 Page 1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-dBTMipZIX4T7nrglgrB3UPiyDPOugqPealx0VrzVQWV 5-5-11 11-9-0 18-0-5 27-3-0 29-3-0 5-5-11 6-3-5 6-3-5 9-2-11 2-0-0 3x6 = 5-5-11 5-5-11 Plate Offsets (X Y)· [16 0 2 12 o 1 8] ---- LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER 11-9-0 6-3-5 2x4 II CSI TC BC WB 4x6 = 6 3x4 = 4x8 = 0.82 0.45 0.76 (Matrix-M) 2x4 II 7 18-0-5 6-3-5 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(ll) 2x4 II in (loc) -0.10 13-26 -0.39 13-26 0.07 11 0.06 13-26 27-3-0 9-2-11 1/defl Ud >999 360 >843 240 n/a n/a >999 240 PLATES MT20 Weight: 155 lb 4x6 = GRIP Scale ~ 1:47.0 Camber ~ 5/16 in 220/195 FT = 20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, except end verticals. WEBS 2x4 DF Stud/STD G OTHERS 2x4 OF Stud/STD G REACTIONS (lb/size) 17=1169/0-3-8 (min. 0-1-8), 11=1356/0-3-8 (min. 0-1-8) Max Harz 17=-163(LC 8) Max Uplift17=-96(LC 10), 11=-180(LC 10) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD JOINTS TOP CHORD 1-27=-1521/148, 2-27=-1451/168, 2-28=-1384/161, 3-28=-1331/174, 3-29=-1317/175, 4-29=-1303/179, 4-30=-1314/193, 5-30=-1300/199, 5-31=-1268/198, 6-31=-1237/205, 6-32=-1249/208, 7-32=-1281/203, 7-33=-1304/201, 8-33=-1318/196, 8-34=-1299/179, 9-34=-1313/174, 9-35=-1371/180, 10-35=-1401/167, 10-36=-2030/204, 11-36=-2144/176, 11-37=-1949/0, 1-17=-1118/122 BOT CHORD 15-16=0/1348, 14-15=0/1348, 13-14=-41/1874, 11-13=-41/2304 WEBS 6-14=-50/660, 2-23=-267/72, 22-23=-265/69, 21-22=-285/83, 14-21=-278/80, 2-16=-282/99, 14-18=-799/129, 18-20=-806/133, 19-20=-753/114, 10-19=-786/127, 10-13=0/309, 1-16=-74/1345 NOTES (9) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 19, 22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=27ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 lnternatio'nal Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard I . a russ M21167 IAF06 California TrusFrame LLC., Perris, CA. 92570 J 1~ 2x4 II 8-2-0 8-2-0 4x8 = 2x4 II 12-3-0 4-1-0 3x10 MT18HS= 3x10 = 8-2-0 12-3-0 16-4-0 8-2-0 4-1-0 4-1-0 2x4 II PlateOffsets(XY) [6·0-4-80-3-4] [90-3-00-1-8] [110-2-120-1-8] ]130-3-120-1-81 ]16·0-4-00-1-12] LOADING (psi) SPACING 2-0-0 CSI DEFL in (lac) TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.30 12-13 TCDL 14.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -1.04 12-13 BCLL 0.0 * Rep Stress lncr NO WB 077 Horz(TL) 0.16 9 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.29 12-13 LUMBER 3x6 = 27-3-0 10-11-0 1/defl Ud >999 360 >312 240 n/a n/a >999 240 PLATES I\'IT20 MT18HS Weight: 141 lb Scale= 1:48.6 Camber = 3/4 in 3x6 .::::::- GRIP 220/195 220/195 FT = 20% TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-11 oc purlins, except end verticals. REACTIONS (lb/size) 17=1216/0-3-8 (min. 0-1-8), 9=1390/0-3-8 (min. 0-1-8) Max Harz 17=-133(LC 8) Max Uplift17=-96(LC 10), 9=-183(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD WEBS TOP CHORD 1-21=-1417/136, 2-21=-1329/151, 8-24=-2297/213, 9-24=-2384/178, 9-25=-1838/0, 1-17=-1183/115, 4-26=-4993/642, 5-26=-4996/641' 5-27=-4990/638, 27 -28=-4993/638, 6-28=-4995/638 BOT CHORD 15-16=-314/3875, 14-15=-323/3913, 13-14=-323/3913, 12-13=-409/4883, 11-12=-398/4822, 9-11=-76/2120 WEBS 3-4=-284/40, 6-7=-282/36, 5-13=-363/1 03, 6-13=-249/316, 4-13=-120/1175, 8-11=-54/1 096, 2-16=-46/614, 4-16=-2814/334, 2-4=-1313/230, 6-11=-2881/351' 6-8=-2160/290, 1-16=-85/1360 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-16, 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=27ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 1 0) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 114 lb down and 16 lb up at 12-3-0 o bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard Continued on page 2 i 0 IM21167 California TrusFrame LLC., Perris, CA."-92570 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-68, 7-10=-68, 17-18=-20, 4-6=-68 Concentrated Loads (lb) Vert: 13=-100(F) (Jo j1M21167 russ AF07 California TrusFrame LLC., Perris, CA. 92570 9-8-0 13-9-0 9-8-0 4-1-0 J 500[12 2x4 II 3 1~ 6x14 MT18HS II 3x4-:;::::. 16 5x16 = 15 2x4 li 13 6x10 MT18HS WB= 3x10 = 9-8-0 13-9-0 17-1 0-0 9-8-0 4-1-0 4-1-0 12 2x4 II Plate Offsets (X Y)· [2·0-1-12 0-1-8] [4 0-6-4 0-3-01 [6·0-4-4 0-3-01 [13 0-3-12 0-1-81 [16 0-6-8 0-2-8] [18 0-11-7 0-3-01 LOADING (psi) SPACING 2-4-0 CSI DEFL in (loc) 1/defl TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.40 12-13 >821 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -1.35 12-13 >240 BCLL 0.0 * Rep Stress lncr NO WB 0.79 Horz(TL) 0.20 9 n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.38 12-13 >866 LUMBER Ud 360 240 n/a 240 4x6 ..::::::- 11 4x6 = 28-9-0 10-11-0 PLATES MT20 MT18HS Weight: 146 lb Scale= 1:52.2 Camber = 15/16 in 4x6 = GRIP 220/195 220/195 FT=20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G BRACING TOP CHORD 2-0-0 oc purlins (2-3-12 max.), except end verticals (Switched from sheeted: Spacing> 2-0-0). WEBS 2x4 OF No.1 &Btr G *Except* W12,W4,W2,W8,W9,W7: 2x4 OF Stud/STD G BOT CHORD WEBS REACTIONS (lb/size) 18=775/1-9-8 (min. 0-1-8), 9=1653/0-3-8 (min. 0-1-12), 17=748/0-3-8 (min. 0-1-8) Max Horz 18=-139(LC 8) Max Uplift18=-93(LC 10), 9=-218(LC 10), 17=-26(LC 10) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown TOP CHORD 1-22=-1924/187, 2-22=-1845/209, 8-25=-2751/259, 9-25=-2854/219, 9-26=-2233/0, 1-18=-1276/147, 4-27=-6088/784, 27 -28=-6089/783, 5-28=-6092/782, 5-29=-6088/780, 6-29=-6091/779 BOT CHORD 15-16=-419/4906, 14-15=-430/4961, 13-14=-430/4961, 12-13=-507/5902, 11-12=-492/5809, 9-11 =-99/2539 WEBS 3-4=-283/41, 6-7=-286/42, 2-16=-55/820, 8-11=-70/1319, 6-11=-3487/425, 6-8=-2576/347, 2-4=-1761/307, 4-16=-3455/403, 1-16=-115/1943, 5-13=-383/120, 6-13=-208/362, 4-13=-124/1226 NOTES (14) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Rowatmidpt 6-11,4-16 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=29ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical lett and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 114 lb down and 15 lb up at bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) This Job conforms to LA City code as am mended 2011. ·LOAD CASE(S) Standard Continued on page 2 1 Job 'I I russ i M21167 AF07 California TrusFrame LLC., Perris, CA. 92570 LOAD CASE(S) Standard II russ I ype COMMON 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 uniform Loads (plf) Vert: 1-3=-79, 7-10=-79, 18-19=-23, 4-6=-79 Concentrated Loads (lb) Vert: 13=-100(F) 1 1 ty !Ply I _ _ 1 Job Reference (optional) Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTeki'ln~dccus::-.t::crie=s:-, ;::ln:::-c.-T'Ceuc-:e"M"a:::r'"'3"'1"D"'9"':5"2.'477""20nc1"5"'Pa:::g:::e="2 ID :D4rPOqNSLixmB7ZYz5DtFpzcler-501 kz9axl0b _P?FUDZi 11 cq6BpF4PG7 ooPgz 1 HzVQWU 0 russ M21167 IAF08 California TrusFrame LLC., Perris, CA 92570 9-8-0 I russ ype COMMON I 13-9-0 9-8-0 4-1-0 4-1-0 10-11-0 2-0-0 J l~ li 5x14 MT18HS II 5.00[12 4x12 = 2x4 II 3 2x4 II 6x10 MT18HS WB= 3x10 = 9-8-0 13-9-0 17-1 0-0 9-8-0 4-1-0 4-1-0 2x4 II Plate Offsets (X Y)· [6·0-4-8 0-3-41 [8·0-2-12 0-1-8] [9·0-3-0 0-1-81 [13·0-3-8 0-1-81 [18·0-11-12 0-2-01 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.34 12-13 TCDL 14.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -1.17 12-13 BCLL 0.0 * Rep Stress I ncr NO WB 0.68 Horz(TL) 0.17 9 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.32 12-13 LUMBER 4x6 = 28-9-0 10-11-0 1/defl Ud >949 360 >277 240 n/a n/a >999 240 PLATES MT20 MT18HS VI/eight: 146 lb Scale = 1 :52.1 Camber= 13/16 in 3x6-:::::- GRIP 220/195 220/195 FT = 20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins, except end verticals. WEBS 2x4 DF No.1 &Btr G *Except* W12,W4,\1\12,W8,W9,1!117: 2x4 DF Stud/STD G BOT CHORD WEBS REACTIONS (lb/size) 18=667/1-9-8 (min. 0-1-8), 9=1424/0-3-8 (min. 0-1-8), 17=647/0-3-8 (min. 0-1-8) Max Horz 18=-119(LC 8) Max Uplift18=-80(LC 10), 9=-187(LC 10), 17=-23(LC 10) FORCES (I b)-Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 1-22=-1660/161, 2-22=-1592/180, 8-25=-237 4/224, 9-25=-2462/189, 9-26=-1925/0, 1-18=-11 00/126, 4-27=-5275/676, 27 -28=-5275/676, 5-28=-5278/675, 5-29=-5275/673, 6-29=-5277/672 BOT CHORD 15-16=-362/4242, 14-15=-372/4289, 13-14=-372/4289, 12-13=-438/5102, 11-12=-425/5022, 9-11=-86/2191 WEBS 3-4=-278/35, 6-7=-280/36, 2-16=-48/710, 8-11=-61/1141, 6-11=-3019/367, 6-8=-2223/299, 2-4=-1519/264, 4-16=-2990/348, 1-16=-100/1678, 5-13=-362/103, 6-13=-214/356, 4-13=-109/1072 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18,16-17. 1 Row at midpt 6-11, 4-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=29ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & M\11/FRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this tnuss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 114 lb down and 15 lb up at 13-9-0 bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) This Job conforms to LA City code as am mended 2011. ~~SittB*gStandard ' ~-16_7___ A~~:s California TrusFrame LLC., Perris, CA. 92570 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-68, 7-1 0=-68, 18-19=-20, 4-6=-68 Concentrated Loads (lb) Vert: 13=-1 OO(F) poo russ russ ype i M21167 AG01 lMONO TRUSS .. . 1 ]Job Reference (optional) ___ _ -,C"'al"'ifoc=rnccia"T""ru-,s""Frcccamcce"L'L"'C.', P"'e~rrccis', C"A-. "92"'5""70~-----Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:48 2015 Page 1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-Zab6AVbZ3hjr09qgnGDXaqNLtDI18pYx13QWakzVQWT 3x4 II 1 3x4 = Plate Offsets (X Y)· [6 o 2 4 0 1 81 ---- LOADING (psf) SPACING TCLL 20.0 Plates Increase TCDL 14.0 Lumber Increase BCLL 0.0 * Rep Stress lncr 4-9-4 4-9-4 4-9-4 4-9-4 2-7-0 CSI 1.25 TC 0.55 1.25 BC 0.27 NO WB 0.39 11-3-0 13-3-0 6-5-12 2-0-0 3x6 = 11-3-0 6-5-12 DEFL in {loc) 1/defl Ud PLATES Vert(LL) -0.03 5-9 >999 360 I\H20 Vert(TL) -0.13 5-9 >999 240 Horz(TL) -0.02 6 n/a n/a F 0 GRIP 220/195 Scale= 1:29.5 Camber = 1/16 in BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) VVind(LL) 0.02 5-9 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G REACTIONS (lb/size) 3=847/0-3-8 (min. 0-1-8), 6=595/0-3-8 (min. 0-1-8) Max Horz 3=-271 (LC 8) Max Uplift3=-148(LC 10), 6=-56(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-732/101, 3-11=-831/57, 3-12=-1031/0, 1-6=-312/44 BOT CHORD 5-6=-52/680, 3-5=-92/1241 WEBS 2-5=0/308, 2-6=-778/115 NOTES (11) 1) This truss has been checked for uniform roof live load only, except as noted. BRACING TOP CHORD BOT CHORD 2-0-0 oc purlins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 10-0-0 oc bracing. 2) Wind: ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purl in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard I Job II russ I M21167 AG02 California TrusFrame LLC., Perris, CA. 92570 4x6 II 11 2x4 II T 10 Plate Offsets (X Y) [2·0-3-0 Edge] [3 0-4-5 0-1-15] LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr YES T T 9 8 CSI TC 0.97 BC 0.50 WB 0 00 11-3-0 11-3-0 Scale = 1:29.3 T1 T T 81 6 5 11-3-0 11-3-0 DEFL in (loc) !!dell Ud PLATES GRIP Vert(LL) 0.01 4 n/r 120 MT20 220/195 Vert(TL) 0.08 4 n/r 120 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 68 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G *Except* T1: 2x6 DF No.2 G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G OTHERS 2x4 DF Stud/STD G REACTIONS All bearings 11-3-0. (I b) -Max Horz 11 =-206(LC 23) BRACING TOP CHORD BOT CHORD Max Uplift All uplift 100 lb or less atjoint(s) 10, 5 except 11=-109(LC 19), 3=-973(LC 28), 6=-150(LC 40) Max Grav All reactions 250 lb or less at joint(s) 10, 9, 8, 7, 6 except 11=415(LC 39), 3=1 041 (LC 35), 5=338(LC 40) FORCES (!b) -Max. Comp./Max. Ten. -All forces 250 (!b) or less except when shown. TOP CHORD 1-11=-386/1 02, 1-18=-1152/1041, 2-18=-1188/1093, 2-3=-2331/2125 BOT CHORD 10-11 =-2201364, 9-1 0=-460/604, 8-9=-676/844, 7 -8=-940/1 073, 6-7=-1180/1324, 5-6=-1420/1564, 3-5=-2005/2149 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. Structural wood sheathing directly applied or 4-3-13 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 5-6-7 oc bracing: 5-6 4-4-14 oc bracing: 3-5. MiTek recommends that StabilizE,rs and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI1. 10) This truss has been designed for a rnoving concentrated load of 250.01b dead located at all rnid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-3-0 for 180.0 plf. 12) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard I Job 'II russ IM21167 AH01 I California TrusFrame LLC., Perris, CA. 92570 -2-4-0 3-4-15 7-2-1 12-2-3 2-4-0 3-4-15 3-9-2 0--0 4-6-8 5-1-9 4-6-8 0-5-0 3-9-2 3-8-15 2-0-0 5x8 = 2x4 II 5.00[12 4 5 ~J 2x4 ::::0 il~ c,1 14 3x10 = 3x4 = 5x14 MT18HS= 3-4-15 7-2-1 12-2-3 17-3-13 3-4-15 3-9-2 5-0-3 5-1-9 Plate Offsets (X Y)· [20 10-0 0 o 11 [4·o 4 o 0-1-41 [7'0-3-4 o 2-0] [130 6-4 0 3 O] ------- LOADING (psi) SPACING 2-7-0 CSI DEFL TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) TCDL 14.0 Lumber Increase 1.25 BC 0.66 Vert(TL) BCLL 0.0 * Rep Stress !ncr NO WB 0.44 Horz(TL) 3x8 = 6 12 2x4 II 22-3-15 5-0-3 in (loc) 1/defl -0.21 12-13 >999 -0.73 12-13 >491 0.19 9 n/a 4x8~ 3x8 = 26-1-1 3-9-2 Lid PLATES 360 MT20 240 I\H18HS n/a 4x6 = 29-10-0 3-8-15 GRIP 220/195 220/195 Scale= 1:55.4 Carnber = 1/2 in 'f ~ BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.22 12-13 >999 240 Weight: 279 lb FT =20% LUMBER TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 OF Stud/STD G WEDGE Left: 2x4 OF Stud/STD REACTIONS (lb/size) 2=3421/0-3-8 (min. 0-1-14), 9=3444/0-3-8 (min. 0-1-15) Max Horz2=-91(LC 6) Max Uplift2=-571 (LC 8), 9=-558(LC 8) Max Grav2=3572(LC 13), 9=3609(LC 14) FORCES (lb)-Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. BRACING TOP CHORD BOT CHORD TOP CHORD 2-21=-7155/1037, 3-21=-7080/1059, 3-22=-7444/1147, 4-22=-7400/1170, 4-23=-8802/1445, 23-24=-8802/1445, 24-25=-8802/1445, 5-25=-8802/1445, 5-26=-891 0/1483, 6-26=-891 0/1483, 6-27=-6859/1160, 27 -28=-6852/1160, 7-28=-6851/1162, 7-29=-7384/1227, 8-29=-7430/1204, 8-30=-7436/1207, 9-30=-7511/1185, 9-31=-4751/225 BOT CHORD 2-14=-827/6519, 14-32=-943/7007, 13-32=-943/7007, 13-33=-1305/8996, 12-33=-1305/8996, 12-34=-1305/8996, 11-34=-1305/8996, 9-11 =-976/6818 WiESS 4-14=0/326, 4-13=-371 /2265, 5-13=-943/338, 6-13=-269/170, 6-12=0/390, 6-11=-2550/405, 7-11=-17/1569, 3-14=-176/599, 8-11=-317/191 NOTES (16) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2-0-0 oc purlins (4-9-4 max.), except (Switched from sheeted: Spacing > 2-0-0). Except: 4-5-0 oc bracing: 4-7 Rigid ceiling directly applied or 10-0-0 oc bracing. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted. 4) Wind ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI1. 11) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. d3M7J!RM 6ffrp~jp end with 8-0-0 end setback. [J6 I iM21167 I russ AH01 California TrusFrame LLC., Perris, CA. 92570 NOTES (16) russ ype CALIFORNIA GIRDER 13) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 763 lb down and 256 lb up at 22-3-15, and 763 lb down and 256 lb up at 7-3-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 16) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-88, 4-23=-88, 7-23=-174, 7-10=-88, 15-18=-51(F=-25) Concentrated Loads (lb) Vert: 4=-550 7=-550 ' 0 russ IM21167 AH02 California TrusFrame LLC., Perris, CA. 92570 -2-4-0 5-2-11 2-4-0 5-2-11 1 ~ l 4x8 = 9-11-1 4-8-6 14-9-0 4-4-5 4x8-:;::.. 3x10 MT18HS= 3x10 = 3x10 = 2x4 II 24-3-5 4-8-6 29-10-0 5-6-11 Plate Offsets (X Y)· [2·0-0-0 0-0-11] [4·0-3-4 0-2-01 [7·0-3-4 0-2-0] [9·0-10-0 0-0-61 [11·0-2-0 0-1-8] [14·0-2-0 0-1-81 LOADING(psf) SPACING 2-7-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.89 TCDL 14.0 Lu.mber Increase 1.25 BC 0.94 BCLL 0.0 • Rep Stress I ncr NO WB 0.28 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) LUMBER DEFL in (loc) 1/defl Lid PLATES Vert(LL) -0.25 12-14 >999 360 MT20 Vert(TL) -0.95 12-14 >378 240 MT18HS Horz(TL) 0.21 9 n/a n/a Wind(LL) 0.23 12-14 >999 240 \Neigh!: 142 lb BRACING TOP CHORD 2-0-0 oc purlins (2-8-0 max.), except Scale= 1:55.4 Camber= 11/16 in 3x10 = GRIP 220/195 220/195 FT = 20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF No.1 &Btr G *Except* (Switched from sheeted: Spacing > 2-0-0). Except: 3-3-0 oc bracing: 4-7 W1 ,W5 2x4 DF Stud/STD G, W4 2x6 DF No.2 G WEDGE Left: 2x4 DF Stud/STD REACTIONS (lb/size) 2=2196/0-3-8 (min. 0-2-5), 9=2184/0-3-8 (min. 0-2-5) Max Horz2=115(LC 9) Max Uplift2=-286(LC 10), 9=-261(LC 10) FORCES (I b)-Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. BOT CHORD TOP CHORD 2-24=-4065/340, 3-24=-3952/376, 3-25=-3633/303, 4-25=-3557/323, 4-26=-3281/327, 26-27=-3281/326, 5-27=-3293/325, 5-28=-37 41/411' 6-28=-37 41/411' 6-29=-331 0/343, 29-30=-3303/344, 7-30=-3297/344, 7-31 =-3576/346, 8-31 =-3658/325, 8-32=-4050/429, 9-32=-4143/393, 9-33=-2375/0 BOT CHORD 2-14=-194/3648, 13-14=-154/3741, 13-34=-154/3741, 12-34=-154/3741, 11-12=-154/3741, 9-11 =-254/3739 WEBS 3-14=-457/140, 4-14=-27/1102, 7-11 =-34/1088, 8-11=-490/186, 5-14=-807/173, 6-17=-726/129, 11-17=-850/130 NOTES (14) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 10-0-0 oc bracing. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 1 0) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 8 lb up at 14-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) This Job conforms to LA City code as am mended 2011. 0 M21167 California TrusFrame LLC., 92570 ----=="'"~--==""===~Jo:b Reference (optional) ~ Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries. Inc. Tue Mar 31 09:52:50 2015 Page 2 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-VyjsbAdpbJzZGTz3vhF?fFSc61HAclsEVNvdeczVQWR LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-88, 4-26=-88, 26-30=-148(F=-60), 7-30=-88, 7-10=-88, 18-21=-26 Concentrated Loads (lb) Vert: 34=-75(F) I Job II russ M21167 AH03 California TrusFrame LLC .. Perris, CA. 92570 -2-4-0 7-5-4 2-4-0 7-5-4 II russ I ype ~al!forma 10-11-10 3-6-7 8-1 6-2-10 8-3-6-7 7-9-4 2-0-0 Scale= 1:55.4 Camber= 7/16 in 5x6-;:::: 5x6 .::::::- T I 5.00[12 T2 I ~~ I~ "3 W3 I~ ~~1 0 10 0 11 4x6 = 3x6 = 4x6 = 4x6 = 3x6 = 7-5-4 10-11-10 17-3-0 22-0-12 29-10-0 7-5-4 3-6-7 5-0-0 3-6-7 7-9-4 Plate Offsets (X Y)· [7 o 1 14 EdQel -- LOADING(pst) SPACING 2-0-0 CSI DEFL in (lac) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) -0.26 9-11 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -1.13 11-16 >317 240 BCLL 0.0 * Rep Stress lncr NO WB 0.23 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) -0.15 11-16 >999 240 Weight: 133 lb FT =20% LUMBER TOP CHORD 2x4 OF No.1 &Btr G *Except* T2: 2x6 OF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins, except 0-0-0 oc purlins (4-9-5 max.): 4-5. Except: BOT CHORD 2x4 OF No.1 &Btr G WEBS 2x4 OF Stud/STD G *Except* W3: 2x6 OF No.2 G WEDGE Left: 2x4 OF Stud/STD REACTIONS (lb/size) 2=1499/0-3-8 (min. 0-1-10), 7=1503/0-3-8 (min. 0-1-10) Max Horz2=97(LC 9) Max Uplift2=-204(LC 10), 7=-187(LC 10) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD TOP CHORD 2-20=-2584/210, 3-20=-2496/251, 3-21=-2294/205, 4-21=-2222/226, 4-22=-2076/226, 5-22=-2076/226, 5-23=-2225/233, 6-23=-2297/212, 6-24=-2511/271' 7-24=-2595/230, 7-25=-2055/0 BOT CHORD 2-11 =-93/2362, 10-11 =-9/2091, 1 0-26=-9/2091, 9-26=-9/2091, 7 -9=-117/2384 WEBS 4-11=0/567, 5-9=0/574, 3-11=-465/113, 6-9=-452/145 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. 4-9-0 oc bracing: 4-5 Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 8 lb up at 14-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard Continued on page 2 '<t 0 ,;, russ AH03 Ca!ifornia TrusFrame LLC., Perris, CA. 92570 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-5=-68, 5-8=-68, 14-17=-20 Concentrated Loads (lb) Vert: 26=-75(F) Job Reference (optional) I _____ j Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc Tue Mar 31 09:52:51 2015 Page 2 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-z9HFoWdRMc5QtdYFSOmEBS?nNQgiLDvNj1eAA3zVQWQ 0 IM21167 russ AH04 1 I Job Reference (optional) California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09.52:52 2015 Page 1 ID:D4rPOqNSLixmB7zyz5DtFpzcler-SLrdOse37wDHVm7R061TkgXylq?w4gtXyhOkjVzVQWP 2-4-0 7-2-6 6-5-5 15-10-5 I 22-3-10 29-10-0 I 31-10-0 I 2-2-10 6-5-5 7-6-6 2-0-0 -2-4-0 7-2-6 13-7-11 Scale= 1:55.4 Camber= 7/16 in J ~ l 4x6 = 7-2-6 7-2-6 Plate Offsets (X Y)· [7·0-1-14 Edge] LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress lncr NO BCDL 10.0 Code IBC2012/TPI2007 LUMBER 12-3-0 5-0-10 CSI TC BC WB 4x6-:.::- 4x6 = 3x4 = 0.85 0.73 0.24 (Matrix-M) 4x6 .:::.::- 3x4 = 17-3-0 22-3-10 5-0-0 5-0-10 DEFL in (loc) 1/defl Vert(LL) -0.25 9-11 >999 Vert(TL) -0.79 11-16 >451 Horz(TL) 0.13 7 n/a Wind(LL) 0.15 9-11 >999 ·~9-1 Q.-0 7-6-6 Ud PLATES 360 MT20 240 n/a 240 Weight: 131 lb 4x6 = GRIP 220/195 FT = 20% I;j: c\ TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins, except 0-0-0 oc purl ins (4-8-11 max.): 4-5. WiESS 2x4 DF Stud/STD G *Except* V\/3: 2x6 DF No.2 G WiEDGE Left: 2x4 DF Stud/STD REACTIONS (lb/size) 2=1568/0-3-8 (min. 0-1-11), 7=1568/0-3-8 (min. 0-1-11) Max Horz2=112(LC 9) Max Uplift2=-211(LC 10), 7=-192(LC 10) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD TOP CHORD 2-20=-2749/231, 3-20=-2653/272, 3-21=-2375/226, 4-21=-2291/245, 4-22=-1906/255, 22-23=-1906/255, 23-24=-1906/255, 5-24=-1906/255, 5-25=-2299/259, 6-25=-2385/240, 6-26=-2675/296, 7 -26=-2767/255, 7 -27=-2004/0 BOT CHORD 2-11 =-115/2449, 10-11 =-6/1906, 1 0-28=-6/1906, 28-29=-6/1906, 29-30=-6/1906, 9-30=-6/1906, 7 -9=-142/2469 WiEBS 4-11=0/611, 5-9=-16/627, 3-11=-464/152, 6-9=-469/175 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 o; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 8) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 1 0) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 8 lb up at 14-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard Continued on page 2 r;JOP russ I 1M21167 AH04 California TrusFrame LLC., Perris, CA. 92570 ly I _ _ ~ 1 Job Reference (optional) -----------.R'"uccn~: 7".5;=,0"'0~s· Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc Tue Mar 31 09:52:52 2015 Page 2 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-SLrdOse37wDHVm7R061TkgXylq?w4gtXyhOkjVzVQWP LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-22=-68, 22-24=-128(F=-60), 5-24=-68, 5-8=-68, 14-17=-20 Concentrated Loads (lb) Vert: 29=-75(F) Job M21167 russ IAH05 California TrusFrame LLC., Perris, CA. 92570 -2-4-0 7-4-1 2-4-0 7-4-1 5x6 = 12-3-0 12-3-0 Plate Offsets (X Y)" [5·0-2-0 EdQe] [8·0 6 2 0-1-8] -- LOADING (psf) SPACING 2-7-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr NO BCDL 10.0 Code IBC2012/TPI2007 LUMBER , russ ype I COMMON 14-9-0 7-4-15 3x6-;::;.. 4x8 = 3x4 = CSI TC 0.99 BC 0.93 WB 0.59 (Matrix-M) 3x4 = 5 3x6 .::::::- 3x4 = 17-3-0 29-10-0 5-0-0 12-7-0 DEFL in (loc) 1/defl Ud Vert(LL) -0.29 12-17 >999 360 Vert(TL) -0.91 12-17 >395 240 Horz(TL) 0.15 8 n/a n/a Wind(LL) 0.16 10-12 >999 240 BRACING TOP CHORD 2-0-0 oc purlins (2-3-11 max.) PLATES I\.IIT20 Weight: 1351b TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G (Switched from sheeted: Spacing > 2-0-0). WEBS 2x4 DF Stud/STD G *Except* W3: 2x6 DF No.2 G WEDGE Left: 2x4 DF Stud/STD REACTIONS (lb/size) 2=1927/0-3-8 (min. 0-2-1), 8=1929/0-3-8 (min. 0-2-1) Max Horz2=160(LC 9) Max Uplift2=-264(LC 10), 8=-240(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD TOP CHORD 2-21 =-3307/276, 3-21 =-3184/328, 3-22=-2824/272, 4-22=-2717/296, 4-23=-352/121, 5-23=-341/142, 5-24=-341/144, 6-24=-352/122, 6-25=-2725/315, 7 -25=-2834/271, 7-26=-3206/359, 8-26=-3324/307, 8-27=-2529/0 BOT CHORD 2-12=-127/2939, 11-12=0/2244, 11-28=0/2244, 10-28=0/2244, 8-10=-162/2959 WEBS 4-12=0/756, 6-10=-15/732, 4-6=-2249/388, 3-12=-582/188, 7-10=-599/218 NOTES (12) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 10-0-0 oc bracing. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8} "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 6 lb up at 14-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) This Job conforms to LA City code as am mended 2011. I.OAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-88, 5-9=-88, 15-18=-26 Continued on page 2 Scale = 1 :53.7 Camber = 9/16 in 3x10 = GRIP 220/195 FT= 20% I~ c\ 'loob II russ I M21167 AH05 California TrusFrame LLC., Perris, CA. 92570 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 28=-75(F) II russ I ype COMMON ----~~ty I Ply 1 I Job Reference (optional) Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:52 2015 Page 2 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-SLrdOse37wDHVm7R061TkgXw7qyr4aXXyhOkjVzVQWP [JoD II russ 'II russ Type I Qty It Ply I ~ I' M21167 AH06 COMMON 6 1 I 1 Job Reference (optional) , California TrusFrame LLC., Perrisc-, C"A".'9"'2"57"'0c-----_c_ ___________ ---ccRu-=n: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:53 2015 Page 1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-wXO?DCfhuEL87wieappiHt4A6EMRp3mgBK8HFxzVQWO -2-0-0 7-8-1 15-1-0 22-5-15 30-2-0 32-2-0 2-0-0 7-8-1 7-4-15 7-4-15 7-8-1 2-0-0 3x4-:;:.. 4x6 = 3x4 = 3x4 = 5 3x4 .::::::- 12-7-0 15-1-0 17-7-0 12-7-0 2-6-0 2-6-0 3x4 = Plate Offsets (X Y)· [2·0-1-10 Edge] [4 0-1-4 0-1 8] [5·0-2-0 Edge] [6·0-1-4 0-1 81 [8 0-1 10 Edge] --- LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.20 12-17 TCDL 14.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.69 12-17 BCLL 0.0 * Rep Stress lncr YES WB 0.46 Horz(TL) 0.12 8 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.12 10-12 LUMBER 30-2-0 12-7-0 I/ dell Ud >999 360 >526 240 n/a n/a >999 240 PLATES MT20 Weight 134 lb Scale= 1:53.7 Carnber = 7/16 in 4x6 = GRIP 220/195 FT =20% TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/STD G *Except* W3: 2x6 OF No.2 G REACTIONS (lb/size) 2=1505/0-3-8 (min. 0-1-10), 8=1505/0-3-8 (min. 0-1-10) Max Horz2=-124(LC 8) Max Uplifl2=-191 (LC 1 0), 8=-191 (LC 1 0) FORCES (I b)-Max. Comp.!Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21 =-1958/0, 2-22=-2603/251, 3-22=-2512/291, 3-23=-2225/224, 4-23=-21411257, 4-24=-343/129, 5-24=-334/144, 5-25=-334/144, 6-25=-343/129, 6-26=-2141/257, 7-26=-2225/224, 7-27=-2512/291' 8-27=-2603/251, 8-28=-1958/0 BOT CHORD 2-12=-137/2318, 11-12=-10/1763, 11-29=-10/1763, 10-29=-10/1763, 8-10=-137/2318 WEBS 4-12=-9/575, 6-10=-9/575, 4-6=-1761/306, 3-12=-468/167, 7-10=-468/167 NOTES (11) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1 .00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 6 lb up at 15-1-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 'I) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1 .25 Uniform Loads (plf) Vert: 1-5=-68, 5-9=-68, 15-18=-20 Concentrated Loads (lb) Vert: 29=-75(F) [Job 'II russ i M21167 AH07 California TrusFrame LLC , Perris, CA. 92570 2-0-0 7-0-12 -2-0-0 I 7-0-12 500[12 3x4-::;. 15 2x4 II 16-5-0 9-4-4 3x6--;::;. 6x8 = 7-0-12 15-1-0 7-0-12 8-0-4 Plate Offsets (X Y)· [2 0-3-0 0-1-8] [5·0-3-0 0-2-41 [14·0-4-0 Edge] LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.76 TCDL 14.0 Lumber Increase 1.25 BC 0.76 BCLL 0.0 • Rep Stress lncr YES WB 0.78 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) LUMBER 4x6 = 2x4 I! 5 6 3x6 = 21-5-14 6-4-14 DEFL in (lac) 1/defl Vert(LL) -0.26 14-15 >999 Vert(TL) -0.99 14-15 >367 Horz(TL) 0.12 10 n/a Wind(LL) 0.26 14-15 >999 3x4.:::::: 12 2x4 II Ud 360 240 n/a 240 30-2-0 ll-8-2 PLATES IVIT20 Weight: 152 lb Scale= 1:53.7 Camber = 5/8 in 4x6 = GRIP 220/195 FT =20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G BRACING TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 2-11-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/STD G *Except* W6: 2x4 OF No.1&BtrG OTHERS 2x4 DF Stud/STD G REACTIONS (lb/size) 2=1463/0-3-8 (min. 0-1-9), 10=1471/0-3-8 (min. 0-1-9) Max Horz2=-124(LC 8) Max Uplift2=-187(LC 10}, 10=-188(LC 10) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 2-28=-1717/0, 2-29=-2620/195, 3-29=-2469/232, 3-30=-1912/198, 4-30=-1812/211, 4-31=-1314/161, 5-31=-1244/178, 5-32=-1633/238, 6-32=-1661/234, 6-33=-1698/233, 7-33=-1726/228, 7-34=-1706/211, 8-34=-1720/206, 8-35=-1770/210, 9-35=-1801/196, 9-36=-2343/221' 10-36=-2451/195, 1 0-37=-2022/1 BOT CHORD 2-15=-90/2339, 14-15=-90/2339, 13-14=0/1609, 12-13=-63/2162, 10-12=-63/2284 WEBS 13-17=-45/672, 17-18=-45/672, 5-18=-46/675, 4-18=-483/79, 13-19=-653/108, 19-20=-692/113, 20-21 =-642/97, 9-21 =-660/1 05, 9-12=0/254, 3-14=-772/122, 3-15=0/299 NOTES (9) 1) This truss has been checked for uniform roof live load only, except as noted. 1 Brace at Jt(s): 16, 17, 20 MiTek recommends that Stabilizurs and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1 oo; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertica:lleft and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard :Job 11 russ I M21167 (H08 [I russ Type I Common Supported Gable ~~ty I Ply 1 I Job Reference (optional) ___ j California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:54 2015 Page 1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-OkyNRYgKeXT?I4Hq8XKxp5dlgefCYQVpP _trnNzVQWN -2-0-0 11-3-0 15-1-0 18-11-0 30-2-0 32-2-0 2-0-0 11-3-0 3-10-0 3-1 0-0 11-3-0 2-0-0 5.00 [T2 4x6-;::::. 4x6 = 4x6 = 11-3-0 11-3-0 Plate Offsets (X Y)· [9·0-2-8 0-1-8] [14·0-2-0 0-1 81 - LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress !ncr NO BCDL 10.0 Code IBC2012/TPI2007 LUMBER CSI TC BC WB 7-8-0 0.25[12 16 15 5x14 MT18HS WB= 3x8 = 2x4 II 15-1-0 3-10-0 DEFL 0.66 Vert(LL) 0.87 Vert(TL) 0.88 Horz(TL) (Matrix-M) Wind(LL) 0 0 cO 18-11-0 3-10-0 in -0.43 13 2x4 II (loc) 1/defl 14 >848 -1.46 14-16 >247 0.23 10 n/a 0.40 14 >906 Ud 360 240 n/a 240 3x6 ~ 12 4x6 = 30-2-0 11-3-0 PLATES MT20 MT18HS Weight: 1441b GRIP Scale= 1:55.4 Camber= 1-1/16 in 4x6 = 220/195 220/195 FT =20% TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 OF Stud/STD G BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 2-4-14 oc purlins. Rigid ceiling directly applied or 9-9-6 oc bracing. REACTIONS (lb/size) 2=1508/0-3-8 (min. 0-1-10), 10=1507/0-3-8 (min. 0-1-10) Max Horz2=-95(LC 8) Max Uplift2=-189(LC 10), 10=-189(LC 10) FORCES (!b) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 2-24=-2190/0, 2-25=-2627/188, 3-25=-2533/225, 9-28=-2532/226, 1 0-28=-2626/190, 10-29=-2169/0, 5-30=-6047/702, 6-30=-6045/702, 6-31 =-6048/705, 7-31 =-6045/705 BOT CHORD 2-17=-89/2464, 16-17=-461/5688, 15-16=-473/5762, 14-15=-473/5762, 13-14=-41 0/5247, 12-13=-401/5192, 10-12=-85/2437 WEBS 4-5=-282/35, 7-8=-282/35, 3-17=-69/1324, 3-5=-2406/305, 5-17=-3568/396, 9-12=-59/1240, 7-9=-2385/304, 7-12=-3078/341, 5-14=-121/439, 6-14=-402/106, 7-14=-100/874 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. 1 Row at midpt 5-17, 7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. B) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI1. 9) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 1 0) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 10 lb up at top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard Continued on page 2 0 russ IM21167 AHOB Common Supported Gable California TrusFrame LLC, Perris, CA. 92570 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 8-11 =-68, 18-21 =-20, 5-7=-68 Concentrated Loads (lb) Vert: 6=-100(F) 2-4-0 14-9-0 15-1-0 2-0-0 2x4 II 2x4 II 2x4 II 2x4 II 5x6 = 13 2x4 II 14 2x4 II 2x4 II 5.00 [12 4x6 ~ 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 n 26 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 113x4 = 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 29-10-0 29-10-0 Plate Offsets (X Y)· [3 o 3-0 Edpel [23·0 3 o Edgel --- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.00 25 n/r 120 MT20 TCDL 14.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.03 25 n/r 120 BCLL 0.0 * Rep Stress lncr YES WB 0.14 Horz(TL) 0 00 24 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 196 lb LUMBER Scale= 1:54.7 GRIP 220/195 FT= 20% TOP CHORD 2x4 DF No.1 &Btr G *Except* T2: 2x6 DF No.2 G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purl ins. Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1 &Btr G OTHERS 2x4 DF Stud/STD G REACTIONS (lb)- All bearings 29-1 0-0. Max Horz2=-121(LC 24) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. Max Uplift All uplift 100 lb or less at joint(s) 37, 39, 40, 41, 42, 43, 44, 45, 33, 32, 31, 30, 29, 28, 27 except2=-193(LC 27), 24=-157(LC 28) Max Grav All reactions 250 lb or less atjoint(s) 35, 36, 37, 39, 40, 41, 34, 33, 32, 31,30 except2=412(LC 59), 42=252(LC 63), 43=258(LC 62), 44=276(LC 61), 45=356(LC 39), 29=252(LC 75), 28=261(LC 76), 27=255(LC 77), 26=420(LC 58), 24=394(LC 79) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. WEBS 4-45=-297/36, 22-26=-341/32 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vult=11 Om ph (3-second gust) Vasd=B7mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=2ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 180 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 29-10-0 for 6.0 plf. 12) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard Job 11 russ [Truss Type 1 Qty I Ply I I M21167 j'AH1o !COMMON Is I 1 . . _ __L_ Job Referenoe (optional) '---=c~al~ifo~rn~ia~T"r-us~F~ra~m~e'LL"C~.~P~e~rriccs."C"'A-. =s2=5~70o---__ c__ ____________ "Rc-un"':"7".5"'oo"s~-Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:52:57 2015 Page 1 ID:D4rPOqNSLixmB7ZYz5D!Fpzcler-oJeW3aiCxSsZcYOPpfteRjFrZrfZiuPG6y6VOizVQWK 18-2-12 18G~-1 23-1-5 I 29-10-0 I 31-10-0 I -2-4-0 6-4-9 14-9-0 2-4-0 6-4-9 8-4-7 3-5-12 0-3-5 4-7-3 6-8-11 2-0-0 5x6 = 4x6 = 4x8 = 11-0-12 14-9-0 11-0-12 3-8-4 Plate Offsets (X Y) [S·0-2-6 0-2-0] [8·0-6-2 0-1-8] [10·0-2-12 0-1-12] [12·0-1-12 0-1-12] LOADING(psf) SPACING 2-7-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.75 TCDL 14.0 Lumber Increase 1.25 BC 0.96 BCLL 0.0 * Rep Stress lncr NO WB 0.42 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) LUMBER 4x6 II 5 4x8 = 29-10-0 11-3-15 DEFL in (loc) 1/defl Ud Vert(LL) -0.29 12-15 >999 360 Vert(TL) -0.93 12-15 >387 240 Horz(TL) 0.14 8 n/a n/a Wind(LL) 0.14 10-12 >999 240 BRACING TOP CHORD 2-0-0 oc purlins (3-4-3 max.) PLATES MT20 Weight: 136 lb TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 OF Stud/STD G WEDGE (Switched from sheeted: Spacing > 2-0-0). Left: 2x4 OF Stud/STD REACTIONS (lb/size) 2=1891/0-3-8 (min. 0-2-0), 8=1891/0-3-8 (min. 0-2-0) Max Horz2=160(LC 9) Max Uplift2=-261(LC 10), 8=-236(LC 10) FORCES (I b)-Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. BOT CHORD TOP CHORD 2-19=-3255/277, 3-19=-3145/322, 3-20=-2752/251, 4-20=-2671/272, 4-21 =-2742/337, 5-21 =-2671/366, 5-22=-2680/379, 6-22=-27 49/363, 6-23=-2680/292, 7 -23=-2763/258, 7 -24=-3171/362, 8-24=-3276/317' 8-25=-24 71/0 BOT CHORD 2-12=-131/2903, 11-12=0/1933, 11-26=0/1933, 26-27=0/1933, 10-27=0/1933, 8-1 0=-176/2927 WEBS 6-10=-391/143, 4-12=-397/159, 3-12=-509/148, 7-10=-534/187, 5-12=-99/1034, 5-1 0=-125/1 046 NOTES (10) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 10-l.l-0 oc bracing. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=4Dft; L=3Dft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 1 D. D psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 2D.Dpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard Scale = 1:53.7 Camber = 518 in 3x10 = GRIP 220/195 FT = 20% 0 I russ AJ01 M21167 California TrusFrame LLC., Perris, CA. 92570 -2-0-0 9-5-4 2-0-0 9-5-4 5.00[12 4x6 = 7-7-11 7 7 11 -- LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress I ncr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER Common Supported Gable 4x6 .:_::::. 2x4 II 14-11-8 5-6-4 10 3x6 = 14-11-8 7 3 13 -- CSI TC 0.95 BC 0.40 WB 0.58 (Matrix-M) 4x6 = 4 4x8 = 2x4 II 22-2-6 29-11-0 7-2 14 -7 8 10 -- DEFL in (loc) I! dell Ud PLATES Vert(LL) -0.09 9 >999 360 MT20 Vert(TL) -0.37 9-11 >983 240 Horz(TL) 0.12 6 n/a n/a \Mnd(LL) 0.08 9 >999 240 Weight: 127 lb BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. Scale = 1:53.3 Camber= 1/4 in 4x6 = GRIP 220/195 FT= 20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1456/0-3-8 (min. 0-1-9), 6=1456/0-3-8 (min. 0-1-9) Max Horz2=122(LC 9) Max Uplift2=-187(LC 10), 6=-187(LC 10) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 2-18=-1987/87, 2-19=-2429/162, 3-19=-2311/191, 3-20=-1709/183, 4-20=-1617/215, 4-21=-1617/215, 5-21=-1709/183, 5-22=-2311/191, 6-22=-2429/162, 6-23=-1987/87 BOT CHORD 2-11 =-129/2273, 10-11 =-63/2066, 9-1 0=-63/2066, 8-9=-63/2066, 6-8=-129/2273 WEBS 4-9=-81/973, 5-9=-707/147, 5-8=0/316, 3-11=0/316, 3-9=-707/147 NOTES (9) 1) This truss has been checked for uniform roof live load only, except as noted. 2) \Mnd: ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard 0 russ I ty M21167 AJ02 ____ _( 1 !Job Reference (optionall - California TrusFrame LLC, Perris, CA 92570------"------------Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek lndu-s~tn~ .• -s.~ln_c_. =Tu-e~M~a-r=31~o=e~:5~2:=58~2=o~15~P-ag-e-c-'1 ID:D4rPOqNSLixmB7zyz5DtFpzcler-GVCuGvjqim_QDhabNMOt_xn_pF1QUEJPKcr2w9zVQWJ 14-11-8 I 18-11-8 I 25-1-1 I 29-11-0 I 31-11-0 I -2-0-0 I 4-1-6 10-11-8 2-0-0 4-1-6 -8-6-1-10 4-0-0 4-0-0 6-1-9 4-9-15 2-0-0 4x6 = 5.00112 3x4-::::::- 14 2x4 II 3x6 ~ 13 5x8 = 5x8 = 3x4 = 5 4x6 = 4x6 = 4-9-14 10-11-8 18-11-8 4-9-14 6-1-10 8-0-0 3x6-=:::::- 4x6 = 11 5x8 = 25-1-1 6-1-9 Plate Offsets (X Y) [5·0-2-0 Edge] [11'0 1-12 0-2 01 [12 0 4-0 0-2-4] [13·0-1-12 0-2-0l -- LOADING(psf) SPACING 2-7-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.85 TCDL 14.0 Lumber Increase 1.25 BC 0.79 BCLL 0.0 * Rep Stress lncr NO WB 0.89 BCDL 10.0 Code I BC20 12/TPI2007 (Matrix-M) LUMBER DEFL in (loc) 1/defl Ud Vert(LL) 0.25 13-14 >999 240 Vert(TL) -0.91 13-14 >396 240 Horz(TL) 0.15 8 n/a n/a BRACING TOP CHORD 2-0-0 oc purlins (3-2-2 max.) 3x4 .::::::::- 10 2x~ I I 29-11-0 4-9-15 PLATES MT20 Weight 151 lb TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G (Switched from sheeted: Spacing> 2-0-0). WEBS 2x4 DF Stud/STD G *Except* W5: 2x6 DF No.2 G, W1: 2x4 DF No.1 &Btr G REACTIONS {lb/size) 2=1941/0-3-8 (min. 0-2-1), 8=1941/0-3-8 (min. 0-2-1) Max Horz2=158(LC 9) Max Uplift2=-246(LC 1 0), 8=-246(LC 1 0) FORCES (I b) -Max. Comp./Mai<. Ten. -All forces 250 (I b) or less except when shown. BOT CHORD WEBS TOP CHORD 2-21=-2032/0, 2-22=-3672/282, 3-22=-3562/313, 3-23=-3131/287, 4-23=-3045/313, 4-24=-51 0/83, 5-24=-474/114, 5-25=-474/114, 6-25=-51 0/83, 6-26=-3045/313, 7 -26=-3131/287' 7 -27=-3562/313' 8-27=-3672/282, 8-28=-2009/0 BOT CHORD 2-14=-163/3414, 13-14=-163/3414, 12-13=-54/2817, 12-29=-54/2817, 11-29=-54/2817, 1 0-11 =-162/3330' 8-1 0=-162/3330 WEBS 4-13=0/630, 6-11=0/630, 4-6=-2523/282, 3-13=-710/114, 7-11=-710/114 NOTES (12) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-6 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5} A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 7) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purl in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 120 lb down and 10 lb up at 14-11-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 1) Dead+ Roof Live {balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-88, 5-9=-88, 15-18=-26 Continued on page 2 Scale= 1:53.3 Camber = 3/8 in I;j: 0 4x6 = GRIP 220/195 FT = 20% russ I o ~M21167 AJ02 California TrusFrame LLC., Perris, CA. 92570 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 29=-120(F) oo~--------------~'ru~s~s--------------,..~~~-----------------------rr~---n~---,-----------------------------------------~ I IM21167 AJ03 l 'c~a~lif~or=n~iaTT~ru~sF~ra~m~e~L7L~C-.. ~Pe=rr~is~.CAA".'9~2r57MO----------~-----------Job Reference (optional ------,R~u""n:~7".s"'o"o Ls "o"'ct"'2"'3"2JcD1"'3"P"'ri=<ntc-o: 7i-i.s~o"'o s Oct 23 2013 MiT~ei:'k i':ln7du-:::s"'tricces=-, "'ln""c.~T"'u"'e"M"'a"'r 3"'1"D""9:""52'":5~9"2~D"15~"'Pa~g"'e-.'1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-khmGUFkST46Hrr9ow4w6W8K8ZfPYDgXZZGbcTbzVOWI -2-0-0 I 7-8-7 14-5-8 14r11-817-1-8 I 23-6-14 I 29-11-0 , 31-11-0 I 2-0-0 7-8-7 6-9-1 4x6 = 7-8-7 7-8-7 5.00[12 3x4-;;. 19 2x4 II Plate Offsets (X Y)· [5·0 3 0 0 2 4] [12 0 2 12 0 1 8] -------- LOADING(psf) SPACING 2-7-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress In cr NO BCDL 10.0 Code IBC2012/TPI2007 LUMBER 18 4x6 = 14-5-8 6-9-1 CSI TC 0.91 BC 0.67 VVB 0.95 (Matrix-M) 4x6 = 2x4 II 4 5 3x6 = 17-1-8 2-8-0 DEFL Vert(LL) Vert(TL) Horz(TL) \Mnd(LL) 3x4-:::::- 16 3x6 = in (loc) -0.22 15-16 -0.86 15-16 0.16 13 0.21 15-16 23-6-14 6-5-6 1/defl >999 >418 n/a >999 Lid 360 240 n/a 240 3x6.::::- 15 2x4 II BRACING TOP CHORD 2-0-0 oc purlins (2-10-9 max.) 29-11-0 6-4-2 PLATES IVIT20 Weight: 150 lb TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G (Switched from sheeted: Spacing ,, 2-0-0). WEBS 2x4 OF Stud/STD G *Except* W3,W4,W7: 2x4 OF No.1&Btr G OTHERS 2x4 DF Stud/STD G REACTIONS (lb/size) 2=1884/0-3-8 (min. 0-2-0), 13=1877/0-3-8 (min. 0-2-0) Max Horz2=-158(LC 8) Max Uplift2=-241(LC 10), 13=-240(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD JOINTS TOP CHORD 2-31=-2184/0, 2-32=-3282/264, 3-32=-3162/293, 3-33=-2385/271, 4-33=-2269/298, 4-34=-1676/271 ' 5-34=-1659/27 5, 5-35=-1584/238, 35-36=-1604/231 ' 8-36=-1654/229' 8-37=-2363/295, 9-37=-2391/285, 9-38=-2349/275, 1 0-38=-2367/268, 10-39=-2362/250, 11-39=-2380/245, 11-40=-2399/243, 12-40=-2469/226, 12-41 =-3260/297, 13-41 =-3433/254, 13-42=-1929/0 BOT CHORD 2-19=-103/2919, 18-19=-103/2919, 17-18=-103/2919, 16-17=0/2116, 15-16=-125/3077, 13-15=-125/3077 WEBS 6-17=-11/662, 6-20=-11/662, 7-16=-7/553, 7-8=-7/553, 20-21=-669/106, 8-21=-681/108, 3-17=-918/144, 3-19=0/335, 16-22=-1 055/165, 22-23=-975/155, 23-24=-945/142, 12-24=-949/144, 12-15=0/340, 5-21=-188/922 NOTES (11) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 5, 6, 7, 20, 23 2) \Mnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=B.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) This Job conforms to LA City code as ammended 2011 LOAD CASE(S) Standard 4x6 = GRIP Scale = 1:55.0 Camber = 9/16 in 220/195 FT=20% 0 M21167 1 russ IAJ04 I russ ype COMMON Job Reference (optional) _j -----,R'Ceu=n:co7".5"'ooi'C'::-s "o-=ct"2"'3"2""D1"'3"P"'ri"'nt~: 7}i.scio:;;o7s'i'o::Oct~2"'3'ii20~1'"3~MSiTi::ei'Ck ;::ln:Cduc::s""tri=es::-, -c:;n=c.~T"'u:::-e"M"'a:cr 3"1"o"'s:"53"':"'oo"2"'.o-,-,15""'P.age 1 ID:D4rPOqNSLixm87zyz5D!Fpzcler-DuJehbk4ENE8T?k_UnRL3MtKD3hry7SiowK9?1zVQWH California TrusFrame LLC., Perris, CA. 92570 1~-11-8 17-9-8 21-1-8 29-11-0 5-0-4 14-5-8 5-0-4 9-5-4 -6-0 2-1 0-0 3-4-0 8-9-8 2x4 II 5 6-8-0 4x6-;::::. 5.00 fT2 0 025l1_;_ 0 ..,_ 3x4-;::::. ( l jl1 18 15 14 13 4x6 = 2x4 II 5x14 MT18HS WB= 3x4 = 2x4 II 3x4 = 5x8 = 5-0-4 14-5-8 17-9-8 21-1 -8 5-0-4 9-5-4 3-4-0 3-4-0 Plate Offsets (X Y)-[2·0-1-2 Edge] [4·0-2-4 0-1-121 [6·0-6-8 Edge] [8·0-3-8 0-3-0l [11·0-1-2 Edge] [17 0-1-12 0-2-8] LOADING (psf) SPACING 2-7-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.85 TCDL 14.0 Lumber Increase 1.25 BC 0.92 BCLL 0.0 * Rep Stress \ncr NO WB 0.91 BCDL 10.0 Code \BC2012/TP\2007 (Matrix-M) LUMBER DEFL in (lac) 1/defl Ud Vert(LL) -0.36 14-15 >989 360 Vert(TL) -1.24 14-15 >289 240 Horz(TL) 0.26 11 n/a n/a Wind(LL) 0.35 14-15 >999 240 BRACING TOP CHORD 2-0-0 oc purlins (2-4-2 max.) 4x6-:::::- 12 3x6 = 29-11-0 8-9-8 PLATES MT20 I•J\T18HS Weight: 151 lb TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G (Switched from sheeted: Spacing> 2-0-0). WiESS 2x4 OF No.1 &Btr G *Except* W1 ,\N2: 2x4 OF Stud/STD G REACTIONS (lb/size) 11=1757/0-5-4 (min. 0-1-14), 2=1925/0-3-8 (min. 0-2-1) Max Horz2=167(LC 10) Max Uplift11 =-164(LC 1 0), 2=-228(LC 1 0) FORCES (lb) -Max_ CompJMax. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD \NEBS TOP CHORD 2-25=-2308/0, 2-26=-3482/213, 3-26=-3388/246, 3-27=-2995/246, 4-27=-2908/269, 10-30=-3479/357, 11-30=-3566/329, 11-31 =-2753/280, 6-32=-6299/794, 32-33=-6299/794, 7-33=-6299/794, 7-34=-5347/667, 8-34=-5349/666, 8-35=-3211/433, 10-35=-3211/433 BOT CHORD 2-18=-261/3128, 17-18=-261/3128, 16-17=-617/6247, 15-16=-617/6247, 14-15=-601/6196, 13-14=-601/6196, 12-13=-496/5346, 11-12=-318/3211 WEBS 5-6=-293/49, 8-13=-1/601, 1 0-12=-37/1 015, 4-17=-168/2081, 4-6=-3044/409, 6-17=-3942/47 4, 8-12=-2354/255, 8-9=-320/55, 7 -13=-980/123, 7 -15=-129/314, 3-17=-550/77 NOTES (14) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 8-6-13 oc bracing. 1 Row at midpt 6-17 2) Wind: ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding_ 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 1 0) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 14 lb up at top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard Continued on page 2 GRIP 220/195 220/195 Scale = 1:52.4 Camber = 7/8 in [~ 0 4x6 = FT = 20% russ AJ04 California TrusFrame LLC., Perris, CA. 92570 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-88, 9-10=-88, 10-11=-88, 19-22=-26, 6-8=-88 Concentrated Loads (lb) Vert: 33=-100(F) i 0 i russ ty ! Ply I !M21167 AJ05 . 1 Job Reference (optional) .. California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct: 23 2013 MiTek Industries, Inc Tue Mar 31 09:53:00 2015 Page 1 ID:D4rPOqNSLixmB7zyz5DtFpzcler-DuJehbk4ENE8T?k_UnRL3MtJt3p_yC4iowK9?1zVQWH -2-0-0 7-9-10 22-1-6 29-11-0 2-0-0 7-9-10 14-3-11 7-9-10 Scale= 1:50.8 Camber= 1/4 in 5.00 [12 4x6 = 10-2-4 10-2-4 Plate Offsets (X Y)· [12·0 o 6 0 0 OJ ---- LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G 2x4 II 4x6-;:::.. CSI TC BC WB 2x4 II 0.94 0.40 0.61 15 3x6 = (Matrix-M) 4x6 = 2x4 II 8 4x6 ..::::::- 4x8 = 2x4 II 19-8-12 29-11-0 9-6-7 10-2-4 DEFL in (loc) I! dell Ud PLATES Vert(LL) -0.09 14 >999 360 1•11T20 Vert(TL) -0.37 14-16 >975 240 Horz(TL) 0.12 Wind(LL) 0.08 BRACING TOP CHORD BOT CHORD JOINTS 12 n/a n/a 14 >999 240 Weight: 149 lb Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt{s): 18, 21 3x6 = GRIP 220/195 FT =20% OTHERS 2x4 DF Stud/STD G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 12=1315/0-5-4 (min. 0-1-8), 2=1458/0-3-8 (min. 0-1-9) Max Horz2=123(LC 9) Max Uplift12=-110(LC 1 0), 2=-187(LC 10) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 {I b) or less except when shown. TOP CHORD 2-29=-1977/91, 2-30=-2438/166, 3-30=-2320/194, 3-31=-1740/191, 4-31=-1720/199, 4-32=-1639/184, 5-32=-1625/188, 5-33=-1644/206, 6-33=-1625/209, 6-34=-161 0/212, 7-34=-1579/220, 7-35=-1579/220, 8-35=-161 0/213, 8-36=-1625/209, 9-36=-1645/206, 9-37=-1625/188, 1 0-37=-1639/184, 1 0-38=-1722/199, 11-38=-17 41/192, 11-39=-2332/200, 12-39=-2448/171' 12-40=-2286/335 BOT CHORD 2-16=-160/2259, 15-16=-113/2074, 14-15=-113/2074, 13-14=-117/2083, 12-13=-445/2652 WEBS 7-14=-96/991, 3-22=-744/160, 21-22=-657/130, 20-21=-715/149, 14-20=-711/151, 14-17=-721/156, 17-18=-725/154, 18-19=-666/135, 11-19=-755/166, 3-16=0/316, 11-13=0/319 NOTES (9) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard I~ 0 M21167 AK01 \ Job II russ California TrusFrame LLC., Perris, CA. 92570 II russ 1ype Common I Qty \Ply" 7 1 I Job Reference (optional) ~R~u-n~7~.5o=oc'-s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:01 2015 Page 1 ID:D4rPOqNSLixmB7zyz5DtFpzcler-h4t1vxlj?hM?49JA2VyabZPVpSBrhmvrOa4iXUzVQWG -2-0-0 2-0-0 5-9-14 5-9-14 8-10-8 11-11-2 17-2-0 ---1 3-0-10 3-0-10 5-2-14 5-9-14 8-10-8 5-9-14 3-0-10 Plate Offsets (X Y) [4·0-2-8 0-1-71 LOADING (psf) SPACING 2-0-0 CSI DEFL TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) TCDL 14.0 Lumber Increase 1.25 BC 0.49 Vert(TL) BCLL 0.0 * Rep Stress lncr YES WB 0.13 Horz(TL) BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) LUMBER 4x6 II 3 11-11-2 3-0-10 in (lac) 1/defl -0.04 5-12 >999 -0.18 5-12 >999 0.03 4 n/a 0.05 5-12 >999 17-2-0 5-2-14 Lid PLATES 360 I\H20 240 n/a 240 Weight: 651b GRIP 220/195 Scale= 1:30.1 Camber = 1/16 in 5x6 II FT = 20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G WEDGE BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purl ins. Rigid ceiling directly applied or 10-0-0 oc bracing. Right: 2x4 DF Stud/STD REACTIONS (lb/size) 2=925/0-3-8 (min. 0-1-8), 4=725/Mechanical Max Horz2=71(LC 9) Max Uplift2=-148(LC 10), 4=-55(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1425/84, 2-14=-1159/41, 3-14=-1043/67, 3-15=-1084/102, 4-15=-1185/78, 4-16=-423/0 BOT CHORD 2-6=-166/1773, 5-6=-28/855, 4-5=-44/1 001 WEBS 3-6=0/316, 3-5=0/314 NOTES (10) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1 8) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) This Job conforms to LA City code as ammended 2011. LOAD CASE{S) Standard I Job 11 russ IM21167 IAK02 !Truss I ype GABLE Ity !Ply ' 1 1 I Job Reference (optional) California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:02 2015 Page 1 ID:D4rPOqNSLixmB7lYz5DtFpzcler-9GRP6Hmlm?UsiJuMcCTp8nyqnsaQQEG?FEpG3wzVQWF -2-0-0 8-10-8 ~~1-~=~ i~a~a0 1 2-0-0 8-10-8 Scale= 1:34.3 5x6 = 5.00112 4x6-::::-T T T T T T T ~ 81 3x4 = 24 23 22 21 20 19 18 17 16 3x4 = 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 17-9-0 17-9-0 Plate Offsets (X Y)· [3·0-3-0 Edge] [13 0-3 0 Edge] - LOADING (pst) SPACING 2-0-0 CSI DEFL in (lac) I/ dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.00 15 n/r 120 I\11T20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.03 15 n/r 120 BCLL 0.0 * Rep Stress lncr YES WB 0.06 Horz(TL) 0.00 14 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight 94 lb FT= 20% LUMBER TOP CHORD 2x4 OF No.1 &Btr G *Except* T2: 2x6 OF No.2 G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 OF No.1 &Btr G OTHERS 2x4 DF Stud/STD G REACTIONS (lb)- All bearings 17-9-0. Max Horz2=-69(LC 8) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. Max Uplift All uplift 100 lb or less at joint(s) 21, 22, 23, 19, 18, 17 except 2=-165(LC 27), 14=-165(LC 28) Max Grav All reactions 250 lb or less at joint(s) 20, 23, 17 except 2=401 (LC 49), 14=401 (LC 59), 21 =253(LC 53), 22=261 (LC 52), 24=406(LC 39), 19=253(LC 55), 18=261 (LC 56), 16=406(LC 48) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. WEBS 4-24=-317/36, 12-16=-317/36 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 o; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=2ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 180 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-9-0 for 1 0.1 plf. 12) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 0 russ IQty !'PlY I j 1 2 Job Reference (optional ~M21167 AM01 California TrusFrame LLC., Perris, CA. 92570 ~-Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:03 2015 Page 1 10 :D4rPOqNSLixmB7ZYz5DtFpzcler-dT?nKdnzXIcjKTTZ9w_2h_ VsRGkN9dn8UuZpcMzVQWE -2-0-0 6-6-1 2-0-0 6-6-1 3x6 = 6-6-1 6-6-1 Plate Offsets (X Y)· r3·0-3-4 0-0-8] r5·0-3-8 0-0-8] LOADING (psf) SPACING 2-7-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr NO 4x8 = 11 2x4 II CSI TC BC WB 0.72 0.87 0.30 4-4-5 I 15-8-5 1&-1-~5 21-7-8 4-4-5 0-5-1 0 5-5-9 11-4-0 11-4-0 4-9-15 2x4 II 4 3x6 = 3x8 = DEFL in Vert(LL) -0.11 Vert(TL) -0.36 Horz(TL) 0.11 16-1-15 4-9-15 (loc) 1/defl 8-9 >999 8-9 >726 7 n/a Ud 360 240 n/a 4x8 = 8 2x4 II 21-7-8 5-5-9 PLATES MT20 3x4 .::::::- GRIP 220/195 Scale= 1:39.4 Camber= 1/4 in !~ 5x8 11 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.12 8-9 >999 240 Weight: 181 lb FT =20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G SLIDER Right 2x4 DF Stud/STD -G 1-11-14 REACTIONS (lb/size) 7=2179/0-4-6 (min. 0-1-8), 2=2346/0-3-8 (min. 0-1-8) Max Horz2=80(LC 8) Max Uplift7=-371 (LC 8), 2=-441 (LC 8) Max Grav7=2329(LC 14), 2=2439(LC 13) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. BRACING TOP CHORD BOT CHORD TOP CHORD 2-19=-2992/215, 2-20=-4991/874, 3-20=-4898/917, 3-21=-5419/1065, 21-22=-5419/1065, 4-22=-5419/1 065, 4-23=-5419/1 065, 5-23=-5419/1 065, 5-24=-4461/859, 6-24=-4498/828, 6-7=-1609/177 BOT CHORD 2-11 =-779/4577, 11-25=-789/4567, 1 0-25=-789/4567, 9-1 0=-789/4567, 8-9=-724/4099, 7 -8=-713/4098 WEBS 3-11=0/374, 3-9=-283/1033, 4-9=-928/396, 5-9=-315/1550 NOTES (15) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2-0-0 oc purlins (5-3-1 max.), except (Switched from sheeted: Spacing > 2-0-0). Except: 5-9-0 oc bracing: 3-5 Rigid ceiling directly applied or 10-0-0 oc bracing. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted. 4) Wind: ASCE 7-10; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Girder carries hip end with 5-7-5 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 12) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 577 lb down and 214 lb up at 16-0-3, and 5771b down and 214 lb up at 6-7-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. d~~tf~d'l!n<pl!ljf!lrJllS to LA City code as am mended 2011. russ AM01 California TrusFrame LLC., Perris, CA. 92570 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-88, 3-5=-157, 5-7=-88, 12-16=-46(F=-20) Concentrated Loads (lb) Vert: 3=-402 5=-402 russ IAM02 California TrusFrame LLC., Perris, CA. 92570 Qty IP/y I 1 1 . 1 'Job Reference (optional) Run: 7.500 s Oct 23 2013 Print: 7 .50G s Oct 23 2013 '>CMiciiT'=ei:'k ;::1 n~d uc::s'-'tric::es:-, "'I n7c.~T"u::ce"'M"'ar"3"1"0""9:'"53"':o"'3"2"'D"'15""'Pa=:g::ce71 /D:D4rPOqNSLixmB7ZYz5DtFpzcler-dT?nKdnzXIcjKTTZ9w_2h_VtpGnz9e_8UuZpcMzVQWE -2-0-0 5-0-0 9-8-11 2-0-0 5-0-0 4-8-11 4x12-:::- 4 8-10-0 8-10-0 Plate Offsets (X Y)· [2·0-3-0 0 1-8] [4·0-5-0 0-2-0] [5o 4 4 0-2-4] [8 0 5-7 Edge] ---- LOADING(psf) SPACING 2-7-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.70 TCDL 14.0 Lumber Increase 1.25 BC 0.64 BCLL 0.0 * Rep Stress !ncr NO WB 0.22 12-11-5 17-8-4 21-7-8 3-2-10 4-8-15 3-11-4 5x12::::. T2 W3 3x4 = 13-10-0 ;:1-7-8 5-0-0 7-9-8 DEFL in (loc) 1/defl Lid PLATES GRIP Vert(LL) -0.13 9-11 >999 360 IV1T20 220/195 Vert(TL) -0.68 9-11 >381 240 Horz(TL) 0.12 8 n/a n/a Scale= 1:38.8 Camber = 7/16 in 8 I~ 4x8 II BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.12 9-11 >999 240 1Neig ht 98 /b FT= 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G TOP CHORD 2-0-0 oc pur/ins (3-8-13 max.), except (Switched from sheeted: Spacing > 2-0-0). Except: 4-1-0 oc bracing: 4-5 WEBS 2x4 OF Stud/STD G *Except* W3: 2x6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Right 2x4 OF Stud/STD -G 1-11-14 REACTIONS (lb/size) 8=1348/0-4-6 (min. 0-1-8), 2=1558/0-3-8 (min. 0-1-11) Max Horz2=92(LC 9) Max Uplift8=-113(LC 1 0), 2=-215(LC 1 0) FORCES (/b) -Max. Comp./Max. Ten. -All forces 250 (/b) or less except when shown. TOP CHORD 2-21 =-1518/0, 2-22=-2683/237, 22-23=-2601/253, 3-23=-2555/269, 3-24=-2367/215, 4-24=-2295/236, 4-25=-1939/254, 25-26=-1939/254, 26-27=-1939/254, 27 -28=-1939/254, 5-28=-1939/254, 5-29=-2199/231' 6-29=-2240/211' 6-30=-2285/248, 7-30=-2350/229, 7-8=-353/0 BOT CHORD 2-11 =-196/2401, 1 0-11 =-99/1939, 10-31 =-99/1939, 9-31 =:99/1939, 8-9=-168/2076 WEBS 4-11=0/541, 5-9=0/390, 3-11=-393/139 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical/eft and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0/b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 1 0) Graphical pur/in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated /oad(s) 75 lb down and 14 lb up at 11-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Continued on page 2 [Tob !M21167 I russ AM02 California TrusFrame LLC., Perris, CA. 92570 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-88, 4-25=-88, 25-28=-148(F=-60), 5-28=-88, 5-8=-88, 14-18=-26 Concentrated Loads (lb) Vert: 31=-75(F) roo I rruss I M21167 AM03 California TrusFrame LLC., Perris, CA 92570 '!Truss I ype COMMON 1:ty __ fly 1 I Job Reference (optional) ----------,Rcu:::-n:"'7".5"'oo"o '=-s "Oc::ct"'23 2013 Print: 7.500 s Oc\23 2013 MiTek Industries, Inc. Tue Mar 31 09.53:04 2015 Page 1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-5fZ9Xznblckaxc21jdVHDC14?g7tu_81jYIM8ozVQWD -2-0-0 4-11-13 11-4-0 17-8-3 21-7-8 2-0-0 4-11-13 6-4-3 6-4-3 3-11 -5 3x4-::::::- 5.00!12 2x4 \\ 81 3x4 = 3x6 = 11 4x6 = 3x4 = 5 W3 3x4:::::::: 3x4 = 8-10-0 13-10-0 21-7-8 8-10-0 5-0-0 7-9-8 Plate Offsets (X Y)· [4·0-1-4 0 1 8] [5·0-2-0 Edge] [6·0-1 4 0-1-8] [9·0 57 Edge] ----- LOADING (psf) SPACING 2-6-0 CSI DEFL in (loc) 1/defl Ud PLATES TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.12 10-12 >999 360 I\!1T20 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.53 10-12 >487 240 BCLL 0.0 * Rep Stress lncr NO WB 0.67 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.10 10-12 >999 240 Weight 102 lb LUMBER BRACING TOP CHORD 2-0-0 oc purlins (3-11-8 max.) TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G (Switched from sheeted: Spacing > 2-0-0). WEBS 2x4 DF Stud/STD G *Except* W3: 2x6 DF No.2 G SLIDER Right 2x4 DF Stud/STD -G 1-11-14 REACTIONS (lb/size) 9=1226/0-3-8 (min. 0-1-8), 2=1696/0-3-8 (min. 0-1-13) Max Horz 2=1 08(LC 9) Max Uplift9=-102(LC 10), 2=-224(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. TOP CHORD 2-22=-1761/0, 2-23=-2615/226, 3-23=-2482/251, 3-24=-2170/202, 4-24=-2087/219, 4-25=-404/40, 5-25=-391/57, 5-26=-416/59, 6-26=-433/42, 6-27=-1889/209, 7 -27=-1994/192, 7 -28=-2093/225, 8-28=-211 0/207, 8-9=-332/0 BOT CHORD 2-12=-182/2291, 11-12=-84/1715, 11-29=-84/1715, 10-29=-84/1715, 9-10=-149/1864 WEBS 4-12=0/609, 6-10=0/385, 4-6=-1532/215, 3-12=-497/140 NOTES (12) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purl in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1 0) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 6 lb up at 11-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-2=-85, 3-5=-85, 5-9=-85, 15-19=-25 Continued on page 2 Scale= 1:37.6 Camber = 3/8 in 3x6 .::::::- 9 ~~ 3x8 II GRIP 220/195 FT =20% pob I I russ lM21167 .AM03 LCalifornia TrusFrame LLC., Perris, CA. 92570 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 29=-75(F) Trapezoidal Loads (plf) Vert: 2=-202(F=-118)-to-3=-87(F=-2) I I russ lype IQty I Ply j COMMON 6 1 _j Job Reference ( opt1onal) ·---------~Rc-u=-n:~7".5"0~0_Ls_O"c"'t"2"'3"2"o"'13~P~r~,nt: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:04 2015 Page 2 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-5fZ9Xznblckaxc21jdVHDC14?g7tu_81jYIM8ozVQWD Job M21167 I I russ AM04 [Ply I -~ 1 Job Reference (optional) iOty California TrusFrame LLC , Perris, CA. 92570 -3-5-0 9-11-0 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:04 2015 Page 1 ID:D4rPOqNSLixmB7lYz5DtFpzcler-5fZ9Xznblckaxc21jdVHDC12ogBPu221jYIM8ozVQWD 20-2-8 ~ J l 3-5-0 5 00112 2x4 II 3x4 II Plate Offsets (X Y)· [9·0-5-7 EdQe] [11'0-2-8 0-1-81 ' LOADING(psf) SPACING 2-7-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress I ncr NO 9-11-0 3x4-:::- 13 9-11-0 9-11-0 CSI TC 0.69 BC 0.37 WB 0.42 4x6 = 6 3x4 = 3x8 = DEFL in (lac) 1/defl Vert(LL) -0.03 10-11 >999 Vert(TL) -0.17 10-11 >999 Horz(TL) 0.04 9 n/a Ud 360 240 n/a 10-3-8 3x4 .:::::- 10 2x4 II 20-2-8 10-3-8 PLATES l•ilT20 GRIP 220/195 Scale; 1:38.9 Camber; 1/8 in 3x4.:::::::. 9 3x8 II BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.03 10-11 >999 240 \Neig ht: 97 lb FT= 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G OTHERS 2x4 DF Stud/STD G SLIDER Right 2x4 DF Stud/STD -G 1-11-14 BRACING TOP CHORD BOT CHORD REACTIONS {lb)- All bearings 0-3-8 except Ut=length) 1=Mechanical, 16=4-4-0, 14=4-4-0, 15=4-4-0. Max Harz 16=-118(LC 8) 2-0-0 oc purlins (5-6-2 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 6-0-0 oc bracing. Max Uplift All uplift 100 lb or less atjoint(s) 1, 9, 16,15 except 14=-400(LC 24), 13=-108(LC 10) Max Grav All reactions 250 lb or less atjoint(s) 14 except 1=297(LC 28), 9=872(LC 1), 16=345(LC 20), 15=364(LC 29), 13=1412(LC 1), 13=1412(LC 1) FORCES (lb)-Max. Comp./Max. Ten. -All forces 250 {I b) or less except when shown. TOP CHORD 5-25=-829/132, 6-25=-726/156, 6-26=-726/155, 7-26=-823/132, 7-27=-1308/167, 8-27=-1394/147, 8-9=-382/34, 2-16=-336/83 BOT CHORD 10-11=-93/1247, 9-10=-93/1247 WEBS 5-13=-1228/200, 4-14=-159/319, 3-15=-289/55, 5-11=0/856, 7-11=-624/128 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members 8) Refer to girder(s) for truss to truss connections. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0/b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard JJo i iM21167 russ AMOS COMMON SUPPORTED GAB Ply I ___ _ I 1 Job Reference (optional) California TrusFrame LLC., Perris, CA 92570 _______ _]___ ____________ Run: 7.500 s Oct 23 2013 Pnnt: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09.53:06 2015 Page 1 ID: D4rPOqNSLixmB7lYz5DtFpzcler-11 hwyeprqD _IBwC8r2YIId708TsuM _bAsn TChzVQWB -2-0-0 5-10-8 16-2-0 2-0-0 5-10-8 10-3-8 4x6 = Scale= 1:31.3 5 00[12 27 2x4 II 4x6-:::::- 26 3x4 II 2x4 II 25 24 2x4 II 2x4 II 2x4 II 7 92x4 II T T 23 22 21 2x4 II 2x4 II 2x4 II 16-2-0 16-2-0 Plate Offsets (X Y)· [3·0-3-0 EdQe] [7·0-3-4 0-0-41 [8·0-3-0 Edge] [16·0-1-0 0-2-81 ' LOADING (psi) SPACING 2-0-0 CSI DEFL TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) TCDL 14.0 Lumber Increase 1.25 BC 0.43 Vert(TL) BCLL 0.0 * Rep Stress lncr YES WB 0.27 Horz(TL) BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER 2x4 II 14 4x8 ~ T ~ :: !~ 20 19 18 17 5x6 = 2x4 II 2x4 II 2x4 II 2>4 II in (loc) 1/defl Lid I'LATES GRIP 0.00 1 n/r 120 I\AT20 220/195 -0.05 1 n/r 120 0.03 16 n/a n/a Weight 1051b FT =20% TOP CHORD 2x6 DF No.2 G *Except* T1: 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc purlins, except end verticals. WEBS 2x4 DF Stud/STD G OTHERS 2x4 DF Stud/STD G SLIDER Right 2x4 DF Stud/STD -G 1-6-0 REACTIONS All bearings 16-2-0. (lb)-Max Horz27=-132(LC 24) BOT CHORD Rigid ceiling directly applied or 3-10-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. Max Uplift All uplift 100 lb or less at joint(s) 21, 19, 20, 25, 24 except 27=-387(LC 27), 16=-1789(LC 28), 17=-749(LC 27), 18=-203(LC 28), 26=-206(LC 38), 23=-446(LC 19), 22=-346(LC 19) Max Grav All reactions 250 lb or less at joint(s) 18, 24 except 27=372(LC 39), 16=1865(LC 23), 21=255(LC 58), 17=861(LC 26), 19=257(LC 60), 20=254(LC 59), 26=279(LC 27), 25=253(LC 53), 23=556(LC 26), 22=460(LC 26) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 2-27=-366/329, 4-28=-221/341, 5-28=-442/522, 5-29=-593/684, 6-29=-716/818, 6-30=-849/959, 7-30=-947/1066, 7-8=-896/1003, 8-31=-963/1072, 9-31=-1110/1206, 9-32=-1278/1385, 1 0-32=-1511/1599, 1 0-33=-1555/1630, 11-33=-1818/1871' 11-34=-1860/1946, 12-34=-2079/21 02, 12-35=-2134/2208, 13-35=-2346/2340, 13-36=-2416/2406, 14-36=-2553/2529, 14-15=-3067/3058, 15-16=-3372/3325 BOT CHORD 25-26=-456/4 75, 24-25=-696/715, 23-24=-936/955, 22-23=-1176/1195, 21-22=-1431/1450, 20-21 =-1686/1705, 19-20=-1926/1945, 18-19=-2142/2185, 17 -18=-2406/2425, 16-17=-2860/2879 WEBS 14-17=-740/699, 7-23=-527/460, 9-22=-433/363 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=2ft; Cat II; Exp C; Kd 1. oo; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members_ 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 180 plf_ Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag conl~'tlR~Sf!t!!Jm chord from 0-0-0 to 16-2-0 for 180.0 plf. rJo ru~ l M21167 AMD5 L . • russ ype I COMMON SUPPORTED GAB California TrusFrame LLC., Perris, CA 92570 NOTES (13) 12) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard russ AN02 Job Reference (optional) California TrusFrame LLC., Perrls, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:06 2015 Page 1 10 :D4rPOqNSLixmB7lYz5DtF pzcler-11 hwyeprqD _IBwC8r2YIId7PvTuRM 11bAsn TChzVQWB 6-2-8 12-5-0 14-5-0 6-2-8 6-2-8 2-0-0 4x6 = 6-2-8 628 -- LOADING (psf) SPACING 2-4-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.58 TCDL 14.0 Lumber Increase 1.25 BC 0.27 BCLL 0.0 * Rep Stress lncr NO WB 0.12 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-1M) LUMBER DEFL in Vert(LL) -0.02 Vert(TL) -0.12 Horz(TL) 0.02 Wind(LL) 0.02 BRACING TOP CHORD 12-5-0 628 -- (loc) 1/defl Ud PLATES 5-8 >999 360 IMT20 5-8 >999 240 3 n/a n/a 5-8 >999 240 Weight: 41 lb 2-0-0 oc purlins (6-0-0 max.) (Switched from sheeted: Spacing > 2-0-0). GRIP 220/195 Scale= 1:23.1 Camber = 1/16 in FT = 20% TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G WEBS 2x4 OF Stud/STD G BOT CHORD Rigid ceiling directly applied or 10·0-0 oc bracing. REACTIONS (lb/size) 1=633/0-3-8 (min. 0-1-8), 3=805/0-3-8 (min 0-1-8) Max Harz 1 =-64(LC 8) Max Uplift1=-51(LC 10), 3=-145(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1147/137, 1-13=-862/56, 2-13=-775/77, 2-14=-775/78, 3-14=-864/57, 3-15=-1018/0 BOT CHORD 1-5=-154/1398, 3-5=0/1228 WEBS 2-5=0/293 NOTES (10) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind ASCE 7-1 o; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI1. 7) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1 0) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 0 russ y M21167 AN03 1 !Job Ref<lr:_ence (optional) ~Ca~n~fu=m~~~T~ru~s~Fr=am~enLL~C~ .. ~P=ffi~~.~.~C~A-. 9~2~5~70~~~~~~~~~~~~~~--~~~R~un~:~7750~0~s~o~c~t~23~2~0~1~3~Pn=~~t~7~.5~00~s~O~ct232013MITeklnduM~e~lnc TueMar~ 0~5~072015 Pagel ID:D4rPOqNSLixmB7zyz5DtF pzcler-VEFI9 _qTbX69o4mK013 _rqfcatEL5UfkPWX 117zVQWA 6-2-8 12-5-0 6-2-8 6-2-8 4x6 = Scale= 1 :20.0 Camber = 1/16 in 3x4 = 6-2-8 628 -- LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G CSI TC 0.46 BC 0.29 WB 0.11 (Matrix-M) 2 DEFL in Vert(LL) -0.03 Vert(TL) -0.18 Horz(TL) 0.02 Wind(LL) 0.03 BRACING TOP CHORD BOT CHORD 12-5-0 628 -- (loc) 1/defl Lid PLATES GRIP 8 >999 360 II\IIT20 220/195 8 >829 240 6 n/a n/a 8 >999 240 Weight: 441b FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purl ins. Rigid ceiling directly applied or 10-0-0 oc bracing. 3x4 = WEBS 2x4 OF Stud/STD G OTHERS 2x4 DF Stud/STD G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=546/0-3-8 (min. 0-1-8), 6=546/0-3-8 (min. 0-1-8) Max Horz 1 =40(LC 9) Max Uplift1=-46(LC 10), 6=-46(LC 10) Max Grav1=548(LC 26), 6=548(LC 33) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 1-17=-1045/108, 1-18=-773/64, 2-18=-699/82, 2-19=-671/88, 3-19=-703/84, 3-20=-685/77, 4-20=-699/73, 4-21 =-699/57, 5-21 =-717/54, 5-22=-71 0/38, 6-22=-746/34, 6-23=-1108/120 BOT CHORD 1-1 0=-146/127 4, 9-1 0=-6/645, 8-9=-6/645, 7 -8=-6/645, 6-7=-141/1302 WEBS 2-10=0/274 NOTES (11) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 o; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWiFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 1 0) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard !~ I Job II russ I M21167 AN04 I II russ I ype KING POST I Qty !Ply I 4 1 , Job Reference J2Elional Run: 7.500 s Oct 23 2013 Print 7.500 s Oct 23 2013 MiT~e'i'k 'C';n:Scdu:::s"-tri"'es=-, '-'ln"'c.~Tr:u-:=e•M.-:ac:cr 3"'1"0"'9"':53"-:"'07"2"'0cc15c-nP::cago:e71 ID:D4rPOqNSLtxmB7ZYz5DtFpzcler-VEFI9_qTbX69o4mK013_rqfdjtDX5G4kPWX117zVQWA 12-5-0 California Trusi=rame LLC., Perris, CA. 92570 6-1-2 6-1-2 3x4 = 3-3-1 3-3-1 Plate Offsets (X Y)· r4·0-3-4 0 1-81 r5·0-2-8 0-1-81 LOADING (psi) SPACING 2-7-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress I ncr NO BCDL 10.0 Code IBC2012/TPI2007 LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G 6-1-2 2-10-2 CSI TC 0.39 BC 0.34 WB 0.98 (Matrix-M) 2x4 II 3 DEFL in Vert(LL) -0.07 Vert(TL) -0.28 Horz(TL) 0.04 Wind(LL) 0.07 BRACING TOP CHORD 6-3-14 12-5-0 6-3-14 (loc) 1/defl Ud PLATES 9 >999 360 MT20 8-9 >525 240 7 n/a n/a 9 >999 240 Weight 541b 2-0-0 oc purlins (4-9-2 max.) (Switched from sheeted: Spacing ,, 2-0-0). GRIP 220/195 Scale = 1:20.6 Camber= 3116 in 3x4 = FT= 20% WEBS 2x4 DF Stud/STD G *Except* W3 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=740/0-3-8 (min. 0-1-8), 7=730/0-3-8 (min. 0-1-8) Max Horz 1 =1 08(LC 1 0) Max Uplift1=-52(LC 10), 7=-108(LC 7) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1192/129, 1-15=-1243/82, 2-15=-1188/1 01, 2-16=-935/88, 3-16=-889/97, 4-17=-1865/235, 5-17=-1868/234 BOT CHORD 1-10=-211/1336, 9-10=-151/1097, 8-9=-242/1741, 7-8=-242/1741 WiESS 5-9=-132/382, 5-7=-1829/254, 2-9=-417/68, 6-7=-303/46 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI1. 8) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 1 0) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 14 lb up at 8-11-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 7-11=-26, 1-3=-88, 4-6=-88 Concentrated Loads (lb) Vert: 5=-75(F) 0 i [M21167 Job Reference (optional) russ AN05 ~ California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Pnnt: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:08 2015 Page 1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-_QogNKr6LqEOQELWyTaD02Cn7Hbmqx1tdAGaHazVQW9 6-2-8 12-5-0 6-2-8 6-2-8 Scale= 1:20.0 3x4 = 6-2-8 628 -- LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.47 TCDL 14.0 Lumber Increase 1.25 BC 0.22 BCLL 0.0 * Rep Stress lncr YES WB 0.10 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) LUMBER 4x6 = 2 DEFL in Vert(LL) -0.02 Vert(TL) -0.11 Horz(TL) 0.02 Wind(LL) 0.02 BRACING TOP CHORD BOT CHORD 12-5-0 628 -- (loc) 1/defl Ud PLATES GRIP 4-10 >999 360 IVIT20 220/195 4-7 >999 240 3 n/a n/a 4-10 >999 240 Weight: 39lb FT= 20% Structural wood sheathing directly applied or 6-0-0 oc purl ins. Rigid ceiling directly applied or 10-0-0 oc bracing. 3x4 = TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=546/0-3-8 (min. 0-1-8), 3=546/0-3-8 (min. 0-1-8) Max Horz 1 =40(LC 9) Max Uplift1=-46(LC 10), 3=-46(LC 10) Max Grav1=548(LC 23), 3=548(LC 27) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 1-11=-1060/120, 1-12=-756/57, 2-12=-687/75, 2-13=-687/75, 3-13=-756/57, 3-14=-1059/120 BOT CHORD 1-4=-161/1295, 3-4=-161/1295 WEBS 2-4=0/255 NOTES (9) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI1. 7) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard 0 russ russ ype AN06 California Girder California TrusFrame LLC., Perris, CA. 92570 -2-0-0 5-11-11 2-0-0 5-11-11 Plate Offsets (X Y) [2 0-0-14 Edge] [5·0-0-14 Edge] LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.49 TCDL 14.0 Lumber Increase 1.25 BC 0.33 BCLL 0.0 * Rep Stress lncr NO VVB 0.08 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) LUMBER 4x6-;;:.. 4x6 .::::::- 12-5-0 12-5-0 DEFL in (lac) Vert(LL) -0.03 6 Vert(TL) -0.16 6-10 Horz(TL) 0.03 5 Wind(LL) 0.03 6 1/defl Ud >999 360 >943 240 n/a n/a >999 240 PLATES IVIT20 Weight: 45 lb GRIP 220/195 Scale= 1:23.4 Camber= 1/16 in FT = 20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc purl ins, except 0-0-0 oc purlins (5-1-4 max.) 3-4. REACTIONS (lb/size) 5=959/0-3-8 (min. 0-1-8), 2=1107/0-3-8 (min. 0-1-8) Max Horz2=51(LC 7) Max Uplift5=-140(LC 8), 2=-220(LC 8) Max Grav5=1036(LC 15), 2=1157(LC 13) FORCES (I b) -Max. Comp.!Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD TOP CHORD 2-14=-1240/22, 2-15=-1935/358, 3-15=-1874/386, 3-16=-1731/374, 4-16=-1731/374, 4-17=-1874/385, 5-17=-1933/369, 5-18=-1418/160 BOT CHORD 2-7=-291/1729, 7-19=-291/1729, 19-20=-291/1729, 6-20=-291/1729, 5-6=-291/1729 NOTES (14) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Girder carries hip end with 6-0-0 end setback. 10) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 440 lb down and 163 lb up at 6-10-14, and 440 lb down and 163 lb up at 5-6-2 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-4=-68, 4-5=-68, 11-19=-39(F=-19), 19-20=-20, 8-20=-39(F=-19) Continued on page 2 1 o russ IM21167 IAN06 ~C~a"'lif~or~n~ia'T~ru~s~F~ra~m~e~L'Lrc~.rp~e~rr~is',C'A'.'92570 ___________ L_ ________________________ -c~~<nc~~~~~~~~~~~~~~~~~~~--=-~-~~~~~~~~~ LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-306 4=-306 0 russ M21167 AP01 California TrusFrame LLC., Perris, CA 92570 -2-0-0 3-8-15 7-6-1 2-0-0 3-8-15 3-9-2 4x6= 3-8-15 7-6-1 3 8 15 --392 -- LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr NO BCDL 10.0 Code IBC2012/TPI2007 LUMBER 4x6.::::;. 3x8 = 13-0-0 5-0-5 13-0-0 55 15 -- CSI TC 0.51 BC 0.52 WB 0.27 (Matrix-M) 3x8 = 3x10 MT18HS= 2x4 II DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) 18-0-5 5-0-5 4x6-=:::::- 3x8 = 18-5-15 55 15 -- in (loc) 1/defl -0.13 11 >999 -0.44 11-13 >708 0.14 8 nla 0.15 11 >999 22-3-1 3-9-2 22-3-1 3 9 2 -- Ud 360 240 nla 240 26-0-0 3-8-15 26-0-0 3 8 15 -- PLATES MT20 MT18HS Weight: 236 lb 4x6 = GRIP Scale = 1 :48.7 Camber= 5/16 in 220/195 220/195 FT = 20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G BRACING TOP CHORD Structural wood sheathing directly applied or 5-4-15 oc purlins, except 0-0-0 oc purlins (5-5-8 max.): 4-6. Except: REACTIONS (lblsize) 2=279410-3-8 (min. 0-1-10), 8=3055/0-3-8 (min. 0-1-12) Max Horz2=63(LC 7) Max Uplift2=-530(LC 8), 8=-552(LC 8) Max Grav2=3043(LC 13), 8=3288(LC 14) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD TOP CHORD 2-20=-3930/284, 2-21 =-6378/1191, 3-21 =-632011208, 3-22=-6349/1226, 4-22=-631411246, 4-23=-5858/1175, 5-23=-5865/1173, 5-24=-591911178, 6-24=-591211180, 6-25=-637 411251' 25-26=-6386/1235, 7 -26=-641411232, 7 -27=-650411224, 8-27=-662911213, 8-28=-4279/347 BOT CHORD 2-13=-1003/5845, 13-29=-132917313, 12-29=-132917313, 11-12=-132917313, 11-30=-1329n313, 1 o-30=-132917313, 8-1 o=-102015998 WEBS 4-13=0/1071, 6-10=011100, 5-13=-16891355, 5-11=01341, 5-10=-1627/350, 3-13=-323/172, 7-10=-411/74 NOTES (16) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5-5-0 oc bracing: 4-6 Rigid ceiling directly applied or 10-0-0 oc bracing. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=26ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 12) Girder carries hip end with 8-0-0 end setback. 13) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 840 lb down and 304 lb up at 18-5-1 Contflii\%\¥\S\,1~~~ and 304 lb up at 7-6-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. I o IM21167 russ AP01 California TrusFrame LLC., Perris, CA. 92570 16) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-6=-165, 6-26=-68, 8-9=-68, 14-17=-49(F=-29) Concentrated Loads (lb) Vert: 4=-589 6=-589 Trapezoidal Loads (plf) Vert: 26=-68-to-8=-185(F=-117) I 1 2 I Job Reference (optional) . Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. T~u-=-e "M"'ar"3"1'0"'9"':5"'3:"09"2"'0"1"5'P'"'a"'ge-=-2_,J ID:D4rPOqNSLixmB7zyz5DtFpzcler-ScM2agrk68Ms20wjWA5SwFiyHhsGZLc1 sq07pOzVQW8 0 russ M21167 AP02 Job Reference (optional California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:09 2015 Page 1 ID:D4rPOqNSLixmB7zyz5DtFpzcler-ScM2agrk68Ms20wjWA5SwFisWhrBZJH 1 sq07pOzVQW8 10-6-0 4-8-0 -2-0-0 4-10-0 9-6-1 9o~11~1 I 2-0-0 4-10-0 0-6-5 4x6-;:::. r 1 ~~ "'"' l i I ~ I 'fi 4x6 = 3x8 = 9-6-1 9-6-1 0--12 0 10 3 - - LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.88 TCDL 14.0 Lumber Increase 1.25 BC 0.59 BCLL 0.0 * Rep Stress I ncr NO WB 0.42 BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) LUMBER 15-6-0 5-0-0 12 4x6 = W4 15-6-0 5-0-0 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) 16-5-15 ~6~},5 I 0-5-10 2x4 \\ 4x6.::::::. 3x8 = 16-5-15 §~1~J I 0 1 12 -- in (loc) -0.14 11-13 -049 11-21 0.12 9 0.12 11-13 21-2-0 4-8-0 26-0-0 9-6-1 1/defl Ud >999 360 >632 240 n/a n/a >999 240 26-0-0 4-10-0 PLATES I\H20 Weight: 124 lb 4x6 = GRIP 28-0-0 2-0-0 Scale= 1:48.7 Camber= 5/16 in 220/195 FT=20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins, except 0-0-0 oc purlins (3-10-9 max.): 4-7. Except: WEBS 2x4 DF Stud/STD G *Except* W4: 2x6 DF No.2 G REACTIONS (lb/size) 2=1504/0-3-8 (min. 0-1-10), 9=1762/0-3-8 (min. 0-1-14) Max Horz2=-76(LC 8) Max Uplift2=-191(LC 10), 9=-212(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. BOT CHORD TOP CHORD 2-22=-1551/0, 2-23=-2811/290, 3-23=-2750/313, 3-24=-2450/232, 4-24=-2385/247, 4-25=-2224/251, 5-25=-2230/250, 5-26=-2388/276, 6-26=-2388/276, 6-27=-2235/251, 7 -27=-2232/252, 7 -28=-2396/248, 28-29=-2453/233, 8-29=-2463/217, 8-30=-2876/321, 9-30=-2992/304, 9-31 =-1925/0 BOT CHORD 2-13=-187/2539, 12-13=-89/2388, 12-32=-89/2388, 11-32=-89/2388, 9-11 =-197 /2655 WEBS 3-13=-455/136, 4-13=-73/1019, 7-11=-76/1042, 8-11=-522/146, 5-13=-719/125, 6-11 =-692/122 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. 3-11-0 oc bracing: 4-7 Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=26ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI1. 8) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 13 lb up at 13-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard Continued on page 2 \Job II russ 11 russ Type 'Qty I Ply I _j ILM7'>2;o;1 "-16o;7=====rc--=:!oAo:-Pr0c;;2----,;oc.'i>----__j~-CALIFORNIA _________ -n=7<nn"o:-r=-o• j 1 , . ~.Job Reference (optional) California TrusFrame LLC , Perris, CA 92570 Run: 7.500 s Oct 23 2013 Print 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:10 2015 Page 2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) ID:D4rPOqNSLixmB7ZYz5DtFpzcler-wpwQoOsMtSUjfYVv4uchTTH1G5BQimXA5UihLSzVQW7 Vert: 1-4=-68, 4-25=-68, 6-25=-128(F=-60), 6-7=-68, 7-29=-68, 9-10=-68, 16-19=-20 Concentrated Loads (lb) Vert 32=-75(F) Trapezoidal Loads (plf) Ve1i: 29=-68-to-9=-186(F=-117) 0 I russ AP03 M21167 California TrusFrame LLC., Perris, CA. 92570 -2-0-0 4-3-13 2-0-0 4-3-13 Scale= 1:48.7 Camber= 9/16 in 4x6-::::--4x6 .:::::::- l J l 3x6 = 2x4 II 3x4 = 4x8 = 3x4 = 2x4 II 3x6 = 4-3-13 1 0-6-0 15-6-0 21-8-3 26-0-0 4-3-13 6-2-3 5-0-0 6-2-3 4-3-13 Plate Offsets (X Y)· [2·0-0-6 EdQe1 [4·0-2-8 0-2-01 [5·0-2-8 0-2-0} [7·0-0-6 Edge] [10·0-1-12 0-1-8] [12·0-1-12 0-1-81 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress !ncr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G CSI TC 0.99 BC 0.66 WB 0.24 (Matrix-M) DEFL in (loc) 1/defl Ud PLATES Vert(LL) -0.20 10-12 >999 360 MT20 Vert(TL) -0.76 10-12 >410 240 Horz(TL) 0.09 7 n/a n/a Wind(LL) 0.10 10-12 >999 240 Weight 122 lb BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied, except 0-0-0 oc purlins (5-2-11 max.): 4-e·. Rigid ceiling directly applied or 1 0··0-0 oc bracing. GRIP 220/195 FT = 20% WiEBS 2x4 DF Stud/STD G *Except* W4: 2x6 DF No.2 G MiTek recommends that Stabilimrs and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1321/0-3-8 (min. 0-1-8), 7=1321/0-3-8 (min. 0-1-8) Max Horz2=90(LC 9) Max Uplift2=-175(LC 10), 7=-175(LC 10) FORCES (!b) -Max. Comp.!Max. Ten. -All forces 250 (!b) or less except when shown. TOP CHORD 2-22=-1136/0, 2-23=-2455/244, 3-23=-2368/250, 3-24=-2109/161, 24-25=-2009/181, 4-25=-1993/203, 4-26=-1541/234, 5-26=-1541/234, 5-27=-1993/203, 27 -28=-2009/181, 6-28=-21 09/161, 6-29=-2368/250, 7 -29=-2455/244, 7 -30=-1136/0 BOT CHORD 2-13=-144/2238, 12-13=-144/2238, 11-12=-13/1541, 11-31=-13/1541, 10-31=-13/1541, 9-1 0=-144/2238, 7 -9=-144/2238 WEBS 3-12=-499/163, 6-1 0=-499/163, 4-12=0/598, 5-1 0=0/598 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=84psf; BCDL=6.0psf; h=25ft; B=40ft; L=26ft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI1. 8) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 8 lb up at 13-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Continued on page 2 I~ 0 o russ russ Type 'Uty I Ply I I I M21167 AP03 CALIFORNIA 11'. 1 ! __ _1'_ Job Reference (optional) '-'ccoal'"if;o;or:;:;n,-;;ia'Tc;cru""s;rF:;;ra::::m;-;:e"L'L"'C-., npCOer~ric:-s,'C'CA'.'g"2"'5"70,----------.l_-----------------,;Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:1 0 2015 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert 1-4=-68, 4-5=-68, 5-8=-68, 16-19=-20 Concentrated Loads (lb) Vert 31=-75(F) ID:D4rPOqNSLixm87ZYz5DtFpzcler-wpwQoOsMtSUjfYVv4uchTTH?X5AEipLA5UihLSzVQW7 0 IM21167 russ AP04 I P/y I . 1 Job Reference (optional) 1 Callf-or~ni-a=rr-u~sF~ra~m-e~L~L=c.-. P~e-rr"-is-, C~A~.~9=25'70 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:11 2015 Page 1 ID:D4rPOqNSLixmB7lYz5DtFpzc/er-O?Uo?Mt_e/daHh45db7w?gqENUWf19SKKBVEuuzVQW6 -2-0-0 5-5-12 13-0-0 20-6-4 26-0-0 28-0-0 2-0-0 5-5-12 7-6-4 7-6-4 5-5-12 2-0-0 5-5-12 10-6-0 5-5-12 5-0-4 Plate Offsets (X Y)· r5·0 2-0 Edge] - LOADING (psf) SPACING 2-7-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.73 TCDL 14.0 Lumber Increase 1.25 BC 0.59 BCLL 0.0 * Rep Stress /ncr NO WB 0.70 BCDL 10.0 Code IBC2012/TP/2007 (Matrix-M) LUMBER 3x4 = 15-6-0 20-6-4 5-0-0 5-0-4 DEFL in (loc) 1/def/ Ud Vert(LL) -0.11 11-15 >999 360 Vert(TL) -0.53 15 >589 240 Horz(TL) 0.12 8 n/a n/a Wind(LL) 0.09 11-15 >999 240 BRACING TOP CHORD 2-0-0 oc pur/ins (3-4-0 max.) 26-0-0 5-5-12 PLATES I\I/T20 Weight: 125/b TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G (Switched from sheeted: Spacing> 2-0-0). WEBS 2x4 OF Stud/STD G *Except* W4: 2x6 OF No.2 G REACTIONS (lb/size) 2=2082/0-3-8 (min. 0-2-4), 8=1720/0-3-8 (min. 0-1-13) Max Horz2=-128(LC 8) Max Uplift2=-258(LC 1 0), 8=-227(LC 1 0) FORCES (/b) -Max. Comp./Max. Ten. -All forces 250 (/b) or less except when shown. BOT CHORD TOP CHORD 2-23=-2271/0, 2-24=-3372/262, 3-24=-3203/289, 3-25=-2639/238, 25-26=-2621/261, 4-26=-2537/284, 4-27=-371/72, 5-27=-357/84, 5-28=-364/76, 6-28=-379/53, 6-29=-2500/280, 7-29=-2592/257, 7-30=-2988/275, 8-30=-3073/238, 8-31 =-1593/0 BOT CHORD 2-16=-133/2960, 15-16=-133/2960, 14-15=-26/2103, 14-32=-26/2103, 13-32=-26/2103, 13-33=-26/21 03, 33-34=-26/21 03, 12-34=-26/2103, 11-12=-26/2103, 1 0-11=-116/2759, 8-10=-116/2759 WEBS 6-11 =0/613, 4-15=0/694, 4-6=-2045/333, 7-11 =-572/117, 3-15=-733/134 NOTES (12) 1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 10-0-0 oc bracing. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=26ft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0/b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1 D) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 6 lb up at 13-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-2=-88, 5-25=-88, 5-9=-88, 17-20=-26 Continued on page 2 GRIP 220/195 Scale= 1:47.2 Camber= 1/4 in I~ 0 FT = 20% Job I rruss M21167 AP04 California TrusFrame LLC., Perris, CA. 92570 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 33=-75(F) Trapezoidal Loads (plf) Vert: 2=-224(F=-137)-to-25=-88 II russ I ype COMMON IQty IPiy I 2 1 Job Reference (optional) Run: 7 500 s Oct 23 2013 Print 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:11 2015 Page 2 ID :D4rPOqNSLixmB7ZYz5DtFpzcler-O?Uo?Mt_eldaHh45db7w?gqENUWf19SKK8VEuuzVQW6 :Jo ! IM21167 I russ AP05 Job Reference (optional) California TrusFrame LLC., Perris, CA 92570 -2-0-0 9-8-10 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc Tue Mar 31 09:53:11 2015 Page 1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-O?Uo?Mt_eldaHh45db7w?gqEBUay1AoKK8VEuuzVQW6 26-0-0 2-0-0 9-8-10 16-3-6 Scale= 1:45.1 Camber= 5/16 in 12 13 5-7-8 9-8-1 0 13-4-5 26-0-0 5-7-8 4-1-2 3-7-10 12-7-11 Plate Offsets (X Y)· [2·0-0-6 0-0-0] [3·0-2-0 0-2-141 [4·0-1-4 0-1-01 [5·0-4-0 0-2-41 [6·0-3-0 0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.10 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.42 7-8 >739 240 BCLL 0.0 * Rep Stress I ncr NO WB 0.61 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.08 8 >999 240 Weight 134 lb FT= 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G BRACING TOP CHORD BOT CHORD WEBS JOINTS Structural wood sheathing directly applied or 4-8-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/STD G *Except* W1: 2x6 DF No.2 G REACTIONS (lb/size) 6=979/0-3-8 (min. 0-1-8), 2=1023/0-3-8 (min 0-1-8) Max Horz2=-68(LC 8) Max Uplift6=-26(LC 10), 2=-100(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 2-22=-1327/0, 2-23=-1537/0, 3-23=-1455/0, 5-25=-1792/47, 6-25=-1918/26, 6-26=-1326/60 BOT CHORD 2-11=0/1552, 10-11=0/1888, 9-10=0/1888, 8-9=0/1888, 7-8=0/1709, 6-7=-78/1716 WEBS 3-14=-1347/11, 14-15=-2155/79, 3-11=0/505, 11-14=-637/16, 8-14=-65/337, 5-1 5=-2000/77' 5-8=0/543 NOTES (11) 1) This truss has been checked for uniform roof live load only, except as noted. 1 Row at midpt 5-15 1 Brace at Jt(s): 14, 15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=26ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI!TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-68, 4-6=-68, 16-19=-20 Continued on page 2 It 0 [ Job !Truss M21167AP05 California TrusFrame LLC., Perris, CA. 92570 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 14=-100(F) II russ 1ype CALIFORNIA l ~ty !Ply I _j . . 1 Job Reference (optional) Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:11 2015 Page 2 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-O?Uo?Mt_eldaHh45db7w?gqEBUay1AoKK8VEuuzVQW6 0 russ JJob Reference (optional) . J I M21167 AP06 C"anfornia TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:12 2015 Page 1 ID :D4rPOqNSLixmB7ZYz5DtFpzcler-sB2BDi ucP31RvrfHBJe9YuNTHuuBme _ TYoEoQLzVQW5 -3-10-0 9-0-6 19-0-6 24-0-8 3-10-0 9-0-6 1 0-0-0 5-0-2 14 15 5.oo[T2 W1 10 8 3x4 = 2x4 II 4x6 = 3x8 = 3x4 = 3x6 = 23-11-0 3-9-8 9-0-6 13-9-13 24-0-8 3-9-8 5-2-14 4-9-6 10-2-11 Plate Offsets (X Y)· [2·0-0-2 Edge] [4·0-7-8 0-2-01 [5·0-1-4 0-1-01 [6·0-1-8 0-1-8] [7·0-0-0 0-0-12] [7·0-1-0 0 8-6] [13'0-2 8 0 2-81 -- LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.14 8-22 >999 360 I\11T20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0:49 8-22 >582 240 BCLL 0.0 * Rep Stress lncr NO WB 0.55 Horz(TL) 0.05 7 n/a n/a Scale; 1:44.9 Camber ; 3/8 in 4x6 = 4x8 II BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.05 8-22 >999 240 Weight 1341b FT = 20% LUMBER TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G WEBS 2x4 OF Stud/STD G *Except* W5: 2x4 OF No.1&Btr G, W3 2x6 OF SSG, W7: 2x6 OF No.2 G WEDGE Right: 2x4 OF Stud/STD REACTIONS (lb/size) 12=1017/0-3-8 (min. 0-1-8), 7=807/Mechanical Max Horz 12=58(LC 9) Max Uplift12=-128(LC 10) BRACING TOP CHORD BOT CHORD JOINTS FORCES (I b)-Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 2-23=-586/549, 2-24=-412/711, 3-24=-404/718, 3-25=-895/0, 4-25=-868/0, 6-27=-1366/21' 7 -27=-1453/0, 7 -28=-988/0, 3-12=-949/196 BOT CHORD 2-12=-639/684, 11-12=-599/438, 10-11=0/807, 9-10=0/1670, 8-9=0/1670, 7-8=0/1324 WEBS 4-16=-1477/0, 13-16=-1477/0, 3-11=-129/1057, 4-10=0/743, 10-13=-336/86, 6-13=-151 0/0' 6-8=0/466 NOTES (12) 1) This truss has been checked for uniform roof live load only, except as noted. Structural wood sheathing directly applied or 5-3-4 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 16 MiTek recommends that StabiliZElrs and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 1 0) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-4=-68, 5-7=-68, 17-20=-20 Continued on page 2 ,o russ M21167 AP06 California TrusFrame LLC., Perris, CA. 92570 LOAD CASE(S) Standard Concentrated Loads (lb) Vert 16=-100(F) OD russ M2'i167 AP07 California TrusFrame LLC., Perris, CA. 92570 -3-10-0 3-10-0 12 13 Scale= 1:44.9 Camber= 1/4 in 3x4 = 2x~r-----------~~~------------------~~~--~2~3-~1~1-~0------------~~B-------------------------~~ 10-0-6 10-0-6 Plate Offsets (X Y) r2·o o 6 o o O] [4 o 7 8 o 2 O] [5o 2 12 o 1 81 [9·0 2 12 o 3 4] [14·0 2 8 o 2 8] ---------------- ---- LOADING(psf) SPACING 2-7-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr NO BCDL 10.0 Code IBC2012/TPI2007 LUMBER CSI TC 0.52 BC 0.50 WB 0.54 (Matrix-M) DEFL in Vert(LL) -0.11 Vert(TL) -0.39 Horz(TL) 0.05 Wind(LL) 0.04 BRACING TOP CHORD 19-2-5 9-1-14 (loc) 1/defl Ud PLATES 8-18 >999 360 MT20 8-18 >738 240 7 n/a n/a 8-18 >999 240 Weight: 126 lb 2-0-0 oc purlins (4-10-7 max.) TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G (Switched from sheeted: Spacing> 2-0-0). ViEBS 2x4 OF Stud/STD G *Except* W3: 2x6 OF SSG, W5: 2x4 OF No.1 &Btr G REACTIONS (lb/size) 7=927/Mechanical, 11=1224/0-3-8 (min. 0-1-8) Max Horz 11 =71 (LC 7) Max Uplift11 =-138(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. BOT CHORD WEBS JOINTS TOP CHORD 2-22=-504/614, 2-23=-289/757, 3-23=-279/766, 3-24=-1 089/0, 4-24=-1055/0, 5-25=-925/0' 6-25=-942/0' 6-26=-1548/0' 7 -26=-1632/0 BOT CHORD 2-11=-673/599, 10-11=-673/312, 9-10=0/981, 8-9=0/1814, 7-8=-63/1460 WEBS 8-14=0/347, 5-14=0/376, 6-14=-1058/289, 4-15=-1880/0, 14-15=-1876/0, 4-9=0/964, 3-11=-1149/147, 3-10=0/1327 NOTES (13) '1) This truss has been checked for uniform roof live load only, except as noted. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Rowatmidpt 4-15,14-15 1 Brace at Jt(s): 5, 14, 15 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=B7mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3} This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. B) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-88, 5-7=-88, 16-19=-26 Continued on page 2 24-0-8 4-10-3 GRIP 220/195 FT= 20% I Job [I russ IM21167 L':__ ''---ec"'a"'lifccor=n"ia"T""ruccscrFccra=m:ce"L'L"C',,"Pcccerris, CA 92570 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 15=-100(F) I I russ "Type CALIFORNIA GIRDER iQty !Ply I 1 1 1 Job Reference (optio~-- Run: 7,500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, ln_c_, ~T-ue~M=ar"3"1'0~9':5~3•:1"2"2""01'"5""'P-ag-e------"2 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-sB2BDiucP31RvrfHBJe9YuNSJuuGmeDTYoEoQLzVQW5 I Job I' ~uss IM21167 ~ I' russ I ype HIP GIRDER IQty !Ply I 1 2 Job Reference (optional) California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct23 2013 Print: 7.500 s Oct23 2013 MiTek Industries, Inc. Tue Mar31 09:53:132015 Page 1 ID:D4rPOqNSLixm87ZVz5DtFpzcler-KOcZQ2uEANtiW?EUIOA045vhjiCdV3ccnS_LynzVQW4 -3-10-0 9-11-4 18-6-8 24-0-8 3-10-0 9-11-4 8-7-4 5-6-0 15 9-11-4 16-1-0 18-6-8 24-0-8 9-11-4 6-1-12 2-5-8 5-6-0 Plate Offsets (X Y)· [3·0-2-12 0 1-8] [4·0-2-0 0-2-14] [5·0-2-8 Edge] [6·0-2-8 0-2-0] [9·0-2-0 0-1-8] [12·0-5-0 0-1-8] - LOADING (psi) SPACING 2-7-0 CSI DEFL in (Joe) 1/defl Ud I!'LATES GRIP Scale = 1:46.4 Camber= 5/16 in TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.11 9-10 >999 360 IV1T20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.40 9-10 >711 240 BCLL 0.0 * Rep Stress lncr NO WB 0.66 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.13 9-10 >999 240 Weight: 259lb FT =20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.), except end verticals, and (Switched from sheeted: Spacing> 2-0-0). WEBS 2x4 DF Stud/STD G *Except* W5: 2x4 DF No.1&Btr G, W3: 2x6 DF No.2 G REACTIONS (lb/size) 7=1916/Mechanical, 13=2377/0-3-8 (min. 0-1-8) Max Horz 13=67(LC 7) Max Uplift7=-304(LC 8), 13=-471 (LC 8) Max Grav7=2094(LC 14), 13=2529(LC 16) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. BOT CHORD JOINTS TOP CHORD 2-23=-367/526, 2-24=-363/857, 3-24=-354/866, 3-25=-3245/509, 4-25=-3170/535, 6-26=-4348/729, 7 -26=-4436/692, 3-13=-2459/557, 5-28=-5144/892, 6-28=-5144/892 BOT CHORD 2-13=-773/418, 12-13=-683/316, 11-12=-834/5393, 10-11 =-834/5393, 9-1 0=-834/5393, 8-9=-601/4004, 8-27=-601/4004, 7-27=-601/4004 WEBS 4-16=-3009/513, 5-16=-5144/892, 4-12=-88/856, 12-16=-2600/435, 1 0-16=-152/1 007, 9-16=-325/48, 6-9=-295/1552, 3-12=-675/3447 NOTES (16) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 16, 6 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted. 4) Wind: ASCE 7-10; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWiFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 1 0) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 12) Girder carries hip end with 5-7-4 right side setback, 4-0-4 left side setback, and 5-7-4 end setback. 13) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. Continued on page 2 _fss I M21167 AP08 California TrusFrame LLC., Perris, CA. 92570 NOTES (16) [I russ I ype I HIP GIRDER I ~ty I PlY 2 I Job Reference (optional) I Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:13 2015 Page 2 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-KOcZQ2uEANtiW?EUIOA045vhjiCdV3ccnS_LynzVQW4 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 269 lb down and 100 lb up at 18-6-8, and 269 lb down and 100 lb up at 4-0-4 , and 1 00 lb down and 19 lb up at 9-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 16) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-88, 3-4=-88, 6-7=-88, 12-20=-43(F=-17), 8-12=-136(F=-111), 8-27=-43(F=-17), 17-27=-26, 5-6=-88 Concentrated Loads (lb) Vert 4=-187(F) 16=-100(F) 6=-187(F) 0 russ ~21167 AQ01 California TrusFrame LLC., Perris, CA 92570 ! Qty IPIY I 1 2 Job Reference (optional) Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 2i:';-3';;2;'i':01c.l3'i:M~iTI':e'i:'k ·i::ln:!:cdu::::sc:::tri:::::es:;-, "ln::oc.~Trcu::oe"M"'a"r 3"1"0"'9:e<c53"':"14°2"'0"15"'Pa:c;g""e-,-'1 ID:D4rPOqNSLixm87ZYz5DtFpzcler-oaAxd0vsxg?989pgJjhddJSrjiZqEWQm06juVDzVQW3 3-1-10 5-7-8 8-1-6 11-3-0 13-3-0 3-1-10 2-5-14 2-5-14 3-1-10 2-0-0 Scale= 1:20.9 Camber= 1/8 in 4x6 = 2 3-11-10 5-7-8 7-3-6 11-3-0 ~------------~3-~1~1-~1~0--------------+-----1~-~7-~1~4----~----~1~-7~-1~4~---+--------------~3~-1~1~-1~0~--------~ Plate Offsets (X Y)· [1·0-3-0 0-2-111 [3 0-3-0 0-2-111 [5 0-4-8 0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.06 5-7 >999 360 I•JIT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.19 5-7 >706 240 BCLL 0.0 * Rep Stress lncr NO WB 0.69 Horz(TL) 0.04 3 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.05 5-7 >999 240 Weight 93 lb FT = 20% LUMBER TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x6 OF SS G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-10-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/STD G REACTIONS (lb/size) 1 =2772/0-3-8 (min. 0-1-9), 3=2820/0-3-8 (min. 0-1-9) Max Harz 1 =-51 (LC 22) Max Uplift1=-626(LC 25), 3=-710(LC 26) Max Grav1=2922(LC 15), 3=2925(LC 15) FORCES (I b)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1 0=-5329/1421, 1-11=-5233/1177, 2-11=-5192/837, 2-12=-5198/838, 3-12=-5239/1264, 3-13=-5307/1421 BOT CHORD 1-5=-1265/4830, 3-5=-1265/4830 WEBS 2-5=-212/3590 NOTES (13) 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live .load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 9) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-3-0 for 177.8 plf. 11) Girder carries tie-in span(s): 25-10-8 from 1-0-0 to 5-8-0; 23-0-0 from 5-8-0 to 10-3-0 12) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard Continued on page 2 I~ i 0 I russ russ ype I Oty I PlY~' IM21167 AQ01 COMMONGIRDER 1 2 , _]___ _ Job R.~e~f~e;,':re~n~ce~(o=?,p"'ti~o!:'na~l~) ===:-T=-==== "-cc=;al"'ifo'"'r"'ni=-a "T=-ruccosF"'rccam=ce,--L"L"C'. ,"P"'e~rri=-s,'C"A-. "9"25r"7"'0_____ ~----------'R'"uc::ncc: 77."'5o"'o"=s,--O"'c::-.t"2"3 o\;2013 Print: 7. 500 s Oct 23 2013 MiT ek 1 nd ustries, Inc. T ue Mar 31 09:53: 14 20 15 Page 2 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-4=-68, 1-7=-20, 5-7=-539(F=-519), 5-9=-476(F=-456), 3-9=-20 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-oaAxd0vsxg?989pgJjhddJSrjiZqEWQm06juVDzVQW3 [JOb II russ i M21167 AQ02 11 russ I ype Common _1:1ly 1 I Job Reference (optional) ___ I California TrusFrame LLC., Perris, CA. 92570 RL•n: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc_ Tue Mar 31 09:53:14 2015 Page 1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-oaAxdOvsxg?989pgJjhddJSqdifpEfhm06juVDzVQW3 5-7-8 11-3-0 13-3-0 5-7-8 5-7-8 2-0-0 Scale~ 1:21.4 4x6 = 2 j 1 5.00[12 I l~ 5 2x4 It 3x4 = ~------------------~5-~7~-8~-------------------+--------------------~1~1-~3-~0----------------~ 5-7-8 5-7-8 Plate Offsets (X Y)· f1·0-0-14 EdQe] f3 0-0-14 EdQe] LOADING (psf) SPACING 2-0-0 CSI DEFL in (toe) I! deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.01 5-8 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.09 5-8 >999 240 BCLL 0.0 • Rep Stress lncr YES WB 0.09 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) 0.01 5-8 >999 240 Weight: 381b FT= 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=490/0-3-8 (min. 0-1-8), 3=639/0-3-8 (min. 0-1-8) Max Horz 1 =-51 (LC 8) Max Uplift1=-39(LC 10), 3=-120(LC 10) Max Grav1=518(LC 23), 3=639(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-929/95, 1-13=-669/42, 2-13=-641/58, 2-14=-641/59, 3-14=-669/43, 3-15=-818/0 BOT CHORD 1-5=-100/1127, 3-5=0/983 NOTES (9) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard !~ I OD )M21167 russ AQ03 California TrusFrame LLC., Perris, CA. 92570 -2-0-0 2-0-0 Plate Offsets (X Y) [2·0-0-14 Edgel [4 0-0-14 Edge] LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress \ncr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER I russ ype Common 5-7-8 5-7-8 5-7-8 5-7-8 Scale: 1/2"=1' 4x6= 11-3-0 5-7-8 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TC 0.40 Vert(LL) -0.01 6-12 >999 360 IIIAT20 220/195 BC 0.17 Vert(TL) -0.08 6-9 >999 240 WB 0.09 Horz(TL) 0.01 4 n/a n/a (Matrix-M) Wind(LL) -0.01 6-9 >999 240 Weight: 41 lb FT = 20% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=635/0-3-8 (min. 0-1-8), 4=635/0-3-8 (min. 0-1-8) Max Horz2=49(LC 9) Max Uplift2=-118(LC 10), 4=-118(LC 10) FORCES (\b) -Max. Comp./Max. Ten. -All forces 250 (\b) or less except when shown. TOP CHORD 2-13=-821/0, 2-14=-661/32, 3-14=-633/48, 3-15=-633/48, 4-15=-661/32, 4-16=-821/0 BOT CHORD 2-6=0/988, 4-6=0/988 NOTES (9) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=11Dmph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TP\1. 7) This truss has been designed for a moving concentrated load of 250.0\b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard (Job I' russ IM21167 IAQ04 russ ype I GABLE Job Reference (optional) California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:15 2015 Page 1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-GmjJrjwVi_70mJOssRCsAW_3n6?Kz7ZvEmTS1gzVQW2 -2-0-0 5-7-8 11-3-0 13-3-0 2-0-0 5-7-8 5-7-8 2-0-0 Scale: 1/2"=1' 4x6 ~ 5.00[12 3x4 = Plate Offsets (X Y) [3·0-3-0 Edge] [9·0-3-0 EdQe] LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress !ncr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER 16 2x4 II CSI TC BC WB 2x4 II 15 2x4 II 0.19 0.16 0.05 (Matrix) 5x6 = 6 14 2x4 II 11-3-0 11-3-0 DEFL Vert(LL) Vert(TL) Horz(TL) 13 2x4 II in 0.00 -0.03 0.00 (loc) 11 11 14 12 2x4 II 1/defl n/r n/r n/a Lid 120 120 n/a 4x6 .:::::::- 3x4 = PLATES GRIP IVIT20 220/195 Weight: 541b FT = 20% TOP CHORD 2x4 OF No.1 &Btr G *Except* T2: 2x6 OF No.2 G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 OF No.1 &Btr G OTHERS 2x4 OF Stud/STD G REACTIONS (lb)- All bearings 11-3-0. Max Horz2=-48(LC 24) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. Max Uplift All uplift 100 lb or less atjoint(s) 15, 16, 13, 12 except 2=-554(LC 27), 10=-554(LC 28) Max Grav All reactions 250 lb or less at joint(s) except 2=564(LC 36), 1 0=564(LC 35), 14=255(LC 48), 15=267(LC 47), 16=342(LC 39), 13=267(LC 49), 12=342(LC 44) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1135/11 06, 3-17=-913/903, 4-17=-830/828, 4-18=-540/550, 5-18=-402/425, 5-19=-278/322, 7 -20=-273/322, 7-21 =-390/425, 8-21 =-520/550, 8-22=-807/823, 9-22=-892/902, 9-1 0=-1115/11 06 BOT CHORD 2-16=-1011/1050, 15-16=-481/536, 14-15=-238/278, 13-14=-238/272, 12-13=-481/536, 10-12=-1 014/1040 WEBS 4-16=-294/43, 8-12=-294/43 NOTES (13) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=2ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TIP! 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TIP! 1. 10) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-3-0 for 180.0 plf. 12) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This Job conforms to LA City code as am mended 2011. LOAD CASE(S) Standard !~ 0 russ IM21167 AR01 I California TrusFrame LLC., Perris, CA. 92570 -1-3-0 3-0-0 1-3-0 3-0-0 Scale: 3/4 "=1' 4x6= 3 3x4 = 3x4 = 3-0-0 6-0-0 300 --300 -- LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/ dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.00 6 >999 360 I'V1T20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.02 6-12 >999 240 BCLL 0.0 * Rep Stress I ncr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2012!TPI2007 (Matrix-M) Wind(LL) -0.00 6 >999 240 Weight: 221b FT = 20% LUMBER TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=353/0-3-8 (min. 0-1-8), 4=353/0-3-8 (min. 0-1-8) Max Horz2=28(LC 9) Max Uplift2=-70(LC 10), 4=-70(LC 10) Max Grav2=430(LC 23), 4=430(LC 27) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 2-13=-405/0, 2-14=-457/11, 3-14=-443/17, 3-15=-443/17, 4-15=-457/11, 4-16=-405/0 BOT CHORD 2-6=0/459, 4-6=0/459 NOTES (9) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=11 Om ph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI1. 7) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This Job conforms to lA City code as ammended 2011. LOAD CASE(S) Standard !~ ):~uo:s r~:~:::pe l~ty [Ply 1 l~ob Reference (optional) I LC~a~li~~=m3~~T~ru~s~Fr=am~enLL~C~.~P~er~ris~.~C7A~. 9~2~5~70~~~~~~~~~~~~~~~~~~~R~un~:~~~50~ofs~Oc~t~23~2~0~1~3KPr~~~t7~00s0ct232m3MITeklndu•rie~lnc TueMar~ 0~5~162015 Paget Job M21167 ID:D4rPOqNSLixm87zyz5DtFpzcler-lzHh23x7TIFtNTz3Q8j5ikXDNVMViad3TPC?Z6zVQW1 -1-3-0 3-0-0 6-0-0 7-3-0 1-3-0 3-0-0 3-0-0 1-3-0 Scale: 3/4"=1' 3x4 = 3 3x4 = 3x4 = 3-0-0 6-0-0 3-0-0 3-0-0 Plate Offsets (X Y)' [3·0-2-0 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.01 8-11 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.04 8-11 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(TL) 0 00 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) \Nind(LL) -0.00 8-11 >999 240 Weight: 21 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=353/0-3-8 (min. 0-1-8), 4=353/0-3-8 (min. 0-1-8) Max Horz2=28(LC 9) Max Uplift2=-70(LC 10), 4=-70(LC 10) Max Grav2=430(LC 23), 4=430(LC 27) FORCES (I b)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-500/0, 2-13=-422/30, 3-13=-412/42, 3-14=-412/42, 4-14=-422/30, 4-15=-500/0 BOT CHORD 2-11 =0/568, 4-6=0/380, 4-8=0/568 NOTES (9) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. . 4) *This truss has been designed for a live load of 20. Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard I~ 1 p-o jM21167 russ iOly 1 i Job Reference (optional) _j California TrusFrame LLC., Perris, CA. 92570 Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:17 2015 Page 1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-D9r4GPyiEbNk?cXF _sEKFx4P5vhmR1 KCi3yZ5YzVQWO -1-3-0 2-6-0 5-0-0 6-3-0 1-3-0 2-6-0 2-6-0 1-3-0 Scale= 1:14.2 4x6 = 3 3x4 = 3x4 = 2-6-0 5-0-0 260 --260 -- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.00 9 >999 360 fi.'IT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.01 6-9 >999 240 BCLL 0.0 * Rep Stress I ncr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) -0.00 9 >999 240 Weight: 19 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/STD G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly <tpplied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=309/0-3-8 (min. 0-1-8), 4=309/0-3-8 (min. 0-1-8) Max Horz2=-24(LC 8) Max Uplift2=-67(LC 10), 4=-67(LC 10) Max Grav2=406(LC 23), 4=406(LC 27) FORCES (I b) -Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 2-13=-325/0, 2-14=-411/0, 3-14=-400/8, 3-15=-400/8, 4-15=-411/0, 4-16=-325/0 BOT CHORD 2-6=0/369, 4-6=0/369 NOTES (9) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 1 o.o psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a rnoving concentrated load of 250.0ib dead located at all rnid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This Job conforms to LA City code as arnrnended 2011. LOAD CASE(S) Standard !~ I Job ! I russ I,M21167 IAS02 ~Truss lype IQty !Ply I = ICOMMON 5 _L_1 ___1 Job Reference (optional) _ -------------,;cRuc::n::-: 77.5"'0'-'o-'::s Oct 23 2013 Print. 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:17 2015 Page 1 California TrusFrame LLC., Perris, CA. 92570 ID:D4rPOqNSLixmB7zyz5DtFpzcler-D9r4GPyiEbNk?cXF _sEKFx4Prvh6R1!Ci3yZ5YzVQWO -1-3-0 2-6-0 5-0-0 6-3-0 1-3-0 2-6-0 2-6-0 1-3-0 Scale= 1:14.2 3x4 = 3 3x4 = 3x4 = 2-6-0 5-0-0 2-6-0 2-6-0 Plate Offsets (X Y) [3 0-2-0 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.00 8-11 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.02 8-11 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) -0.00 8-11 >999 240 Weight: 18 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=309/0-3-8 (min. 0-1-8), 4=309/0-3-8 (min. 0-1-8) Max Horz2=-24(LC 8) Max Uplifi2=-67(LC 10), 4=-67(LC 10) Max Grav2=406(LC 23), 4=406(LC 27) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-384/0, 2-13=-398/20, 3-13=-390/29, 3-14=-390/29, 4-14=-398/20, 4-15=-384/0 BOT CHORD 2-11 =0/418, 4-6=0/360, 4-8=0/418 NOTES (9) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilize;rs and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-10; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard I~ i 0 ~M21167 russ AU01 California TrusFrame LLC., Perris, CA. 92570 -2-0-0 2-0-0 2-9-12 2-9-12 Scale= 1:14.2 3x4 = 3 2-9-12 5-7-8 2-9-12 2-9-12 Plate Offsets (X Y)· [2·0 0 10 EdQel [3·0 2 0 Edge] [4 0 0 10 EdQel ------ LOADING(psf) I SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.01 7-10 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.03 7-10 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0 00 Horz(TL) 000 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) -0.00 7-10 >999 240 Weight 19 lb FT=20% LUMBER TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=234/0-3-8 (min. 0-1-8), 2=401/0-3-8 (min. 0-1-8) Max Harz 2=46(LC 1 0) Max Uplift4=-12(LC 10), 2=-105(LC 10) Max Grav4=379(LC 27), 2=448(LC 23) FORCES (I b)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-376/0, 2-12=-416/25, 3-12=-403/36, 3-13=-402/33, 4-13=-411/22, 4-14=-473/1 BOT CHORD 2-7=0/423, 4-8=0/372, 4-1 0=-0/540 NOTES (9) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilize1·s and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This Job conforms to LA City code as ammended 2011 LOAD CASE(S) Standard [~ (Job II russ I Truss I ype IM21167 AU02 ~mmon IQty !Ply I 16 l 1 Job Reference (optional) ~C~al~iro~rn7ia~T~ru-s=F_rn_m-e'LL~C~ .• ~P~e~rri-s,~C~A-.=g2=5=7o~--------Run: 7.500 s Oct 23 2013 Print: 7.500 s Oct 23 2013 MiTek Industries, Inc. Tue Mar 31 09:53:18 2015 Page 1 ID:D4rPOqNSLixmB7ZYz5DtFpzcler-hLPSTiyN?vVbdm6RYZIZn9caOJ1GAU7Mxjh6e_zVQW? -2-0-0 2-9-12 5-7-8 7-7-8 2-0-0 2-9-12 2-9-12 2-0-0 Scale= 1:18.0 3x4 = 3 2-9-12 5-7-8 2-9-12 2-9-12 Plate Offsets (X Y)· [2·0 0 1 o Edge] [3·o 2 0 Edge] [4 o 0 10 Edge] ---- -- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.01 8-11 >999 360 l'viT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.03 8-11 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-M) Wind(LL) -0.01 8-11 >999 240 Weight: 221b FT = 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 OF No.1 &Btr G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly c;pplied or 5-7-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=387/0-3-8 (min. 0-1-8), 4=387/0-3-8 (min. 0-1-8) Max Horz2=31(LC 9) Max Uplift2=-97(LC 10), 4=-97(LC 10) Max Grav2=442(LC 23), 4=442(LC 27) FORCES (I b)-Max. Comp./Max. Ten. -All forces 250 (I b) or less except when shown. TOP CHORD 2-12=-362/29, 2-13=-406/12, 3-13=-393/23, 3-14=-393/23, 4-14=-406/12, 4-15=-362/29 BOT CHORD 2-11 =-28/434, 4-6=0/363, 4-8=-28/434 NOTES (9) 1) This truss has been checked for uniform roof live load only, except as noted. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-1 0; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=24ft; eave=4ft; Cat II; Exp C; Kd 1.00; enclosed; MWFRS (directional) and C-C lnterior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 7) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This Job conforms to LA City code as ammended 2011. LOAD CASE(S) Standard !~ 2-~ I I 1st FLOOR ROOF PLAN UNITS 1-4 & 8-10 UNIT 10 FIRST FLOOR Elo1(~) ,;;To II II ! 0 0 .;, .. l 0 .;, 15-00-00 __,( if;! 20-08-00 ~( ) 0 "' "' "'--I "' 6-03-00 41-08-00 41-08-00 6-03-00 15-00-00 IJ ; ' "'l 18-06-00 I l 1 UNIT 9 UNIT 8 I FIRST FLOOR FIRST FLOOR ~ BJO (3) I J li~ BHC I (3) li 11"'1 20-08-00 16-o6-~o I ~ 20-08-00 6-04-00 l 6-04-00 39-02-00 37-02-00 28-06-00 28-06-00 II 20-08-00 7-10-00 II 7-10-00 I ""-06-00 L": 20-08-00 7-10-00 b·~~~ '"~' 'Mooo ~~···········~ l-I·LI lll.JE I l ~t·· . ~w·,, ~l~ d lr ol -I I · I • ' o 1 o ' I o I 11r o 1 m m ~~1~ :i-II .11 r6. I~ ~. UQ ~ ,,, 18 ~ io .. J BC ( 3 ). !;:-a B· .. Jd ' l'o " ! • • lo • • 1o "' ,. .. ~ ~; 'r--' . >• II • . -· Ill ' ·~-l E . . UNIT 3 UNIT 4 1111 JJII FIRST FLOOR ~~ FIRST FLOOR ~~ UNIT 2 FIRST FLOOR UNIT 1 FIRST FLOOR j II 23665 CAJALCO ROAD PERRIS, CA 92570 TEL 951-657-7491 FAX 951-940-5176 www.CaiTrusFrame.com THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual buildingcomponents to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. Framer is responsible for accurate spacing of trusses as designed and called out on placement plan. All trusses spaced at 24" oc unless noted otherwise. z (f) <( I- ..J z ,D.. w It-..J z <( w 0 ::2: en w 10 <( ...J D.. ...---len •• enz I::J <( O:::..J I-D.. II tn Q) E. 0 ~ . _ _.o -ctl ...--s::::: '(3 0> 3: ~.!: . 0 en-~<( <(...JO ~ N (!) z <( J: 0::: w > 0 """ ..- II ...J 0 0 I-t-O>ro -a -... c-o --en ct1 o E rn.O oN ~rno!!2 .II '-O ,_ z...J -LJ_ ctl . ...J C'O .. 0:: 0 :::J 0 +o~ll::W .. Nl-fAWD.,.Z ...---.. C'O ::2: 0 0 I?> (!) oO..Jt---~ (.)t-w<t: :t:c en>O 0<( ::Jwo t:o OC..J D....J PROJECT No: M21167 Designer: Alfredo Delaado REV. BY REV. DATE I~ [ 1- --~-------·-- 7-10-00 I fr-----''' 'c;-" L ; 112(3) i I~ BC I;,. 18 1)J 1st FLOOR ROOF PLAN UNITS 5-7 I 5-08-00 I jBF01[1!J Hatch Legend -BALLOON WALL ~1/4"PITCH ,,: !BY OTHERS '_' _.,_,_1 31-04-00 20-08-00 UNIT 5 FIRST FLOOR >\-- ) ) ) ! 1 4-00-00 I IBD02LJ r I ! I~ ~ I CO I I I n 8002 ,g -ir1 :! 10-08-00 1'''''1'-,-------~---- '' ,,,,,, ---I== BDI (5) ---,,,,,,, i:;; LL co Fl 8F'o1 -'~-~ 4-00-00 'I It UNIT 6 FIRST FLOOR CJ ~-~ UNIT 7 FIRST FL OOR UNIT 7 2ND FLOOR 23665 CAJALCO ROAD PERRIS, CA 92570 TEL 951-657-7491 FAX 951-940-5176 www.CaiTrusFrame.com THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual buildingcomponents to be incorporated into the building design at the specification of the building designer_ See individual design sheets for each truss design identified on the placement drawing, The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure, The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. Framer is responsible for accurate spacing of trusses as designed and called out on placement plan_ All trusses spaced at 24" oc unless noted otherwise. z (f) <( 1- ...J z !C.. w 1-...J z <( w () ,::2!: en lw I~ ...J a. ...--icn .. IC/) Z :::><( O:::...J I-C.. tn Q) E ~ N C> z <( :::c 0::: w > 0 0 (/) . a>o "¢ .s::: Cii ...... ...-- II t: "(} 0> ...J ~ 0 c . 0 ~ :~ <( 0 0<(...J0 1-1-e>rn -o --e-rn o --Cll N 0E~~~~~ or-~o;:: z.....l LL C'O • ...J -··o ::JO co .. 0::: 1-+'0::: W .. N tJ>W Z..---· eu:E~o 1?5~ oo...Jt-··-1-w <( :::c 0 (Jcn>o ~<( :::>wo-O () 0 ...J a. ...J PROJECT No: M21167 Designer: Alfredo Delaado REV. BY REV. DATE I 2nd FLOOR ROOF PLAN UNITS 1 & 8-10 43-08-00 UNIT 10 UNIT 1 REVERSE FROM UNIT 10 6-00-00 I ll -~-~ II J ll ..... Jl., J II _I li"J o II I 9 1:<1 191 9 I I ~ ~ I ""' .,.. N I 43-os-oo 39-02-00 UNIT 9 Hatch Legend -BALLOON WALL ~~1/4" PITCH r:')2)jBY OTHERS 37-02-00 UNIT 8 23665 CAJALCO ROAD PERRIS, CA 92570 TEL 951-657-7491 FAX 951-940-5176 www. GaiT rusFrame. com THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual buildingcomponents to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on tlle placement drawing. The building designer is responsible for temporary and permanent bracing of tlle roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is tlle responsibility of the building designer. Framer is responsible for accurate spacing of trusses as designed and called out on placement plan. All trusses spaced at 24" oc unless noted otherwise. iZ '<( ...1 ll. 1-,z lw :iiE w () <( !~ ...... en enz ::><( 0:::...1 ,1-ll. rn 1-z w ...1 <( (.) en II t/) Q) E 0 ~ . _ _.o -m..-S:::: '(3 0) 3: ~ .!: . 0 en .2: <( <(.....10 I-Ol m ~ s::::-"'0 o·E ~2 ~ m o!!!. .... 0 ,_ -LL m co .. ~0 +' 0::: w .. ti)Wa..Z co::i!:o 0 oO..JI- 0 1-w<( en>o ::>wo OC..J ~ N (!) z <( :I: 0::: w > 0 "¢ ...... II .....1 0 0 I-..._ 0 0~ z::.....~ . .....1 ::::>o Nl-..-. ' --(!) LOz :Co 0<( t:o C.. ...I PROJECT No: M21167 Designer: Alfredo Delaado REV. BY REV. DATE 3RD FLOOR ROOF PLAN UNITS 2-5 UNIT 2 UNIT 3 UNIT 4 UNIT 5 14-00-00 12-00-00 Hatch Legend -BALLOON WALL ~1/4"PITCH [J]sv OTHERS ___ .JL ·-······U...-···-··-·JL_lL _ _j[. ___ ___ll __ lL __ 28-06-00 I A~10(4 AliOS( 7-(14-00 A~ II~ II +08(~) 111!111~ I; II "' 9 ~ I Ai-110(4 "' 0 1..-··· ·-,···· I~ I~ ~ I Ali05( A~) II~ 1111 ---'11-'=--JI'---r H--'-11-·------! 11 1111 11 1111~11~~ rr 11 ~~~ 1 II II II @:~_a"'. I ~~ I I I I II I if==lFT~I_~=t=-· ·~ ~DOOR lhi + II 28-06-00 9 9 28-06-00 . ~ "' <S :~FJ=S=al I II Ill I I I ol 9 ~ "' I ':I C\1 11 1-II Ill __ }. ~ .c AJOr(3) 32-07-00 23665 CAJALCO ROAD PERRIS, CA 92570 TEL 951-657-7491 FAX 951-940-5176 www. CaiT rusFrame. com THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual buildingcomponents to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and pemnanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. Framer is responsible for accurate spacing of trusses as designed and called out on placement plan. All trusses spaced at 24" oc unless noted otherwise. z <( ..J a. 1-z w ::!: w 10 <( ..J a. ..--en .. enz lfi ~ 1-0. tn ~ N (!) z <( :c a:: w > 0 en 1(1) ~ E .. O~a -.;1-w J: ...... ..--..J m ..--II <( s:::::: "(3 0) _J 0 ~g.s:. 0 en w .;::: <( 0 O<r::_JO 1-1-e>m-c:i -.. c...... o ·-w m N 0 Em~ q 11 "'"""roo-z_l '-0 ..... LJ.. m ._J -··o ::JO ns .. 11: 1-..,l:l:w .. N fnW Z..-·· ns:!:~O L?>~ oO...JI-:.:-ut>~<3 o~ ::lWO t::o OC..J O....J II II PROJECT No: M21167 Designer: Alfredo Delaado REV. BY REV. DATE 3RD FLOOR ROOF PLAN UNITS 6 & 7 Hatch Legend -BALLOON WALL ~1/4"PITCH ~BY OTHERS ~:.tSJ UNIT 7 UNIT 6 =l···::;J'"'==!p ~ ""1,.:. ""lq q olq ~"' 0 .... abc;> CO 00 ,r N 7-00-00 9-09..00 0 ~ q "' 0 q Ml·_rlrr~~ I r:r=r=r11 ~· , 23-11-00 ~ ~ r ... q r r 35-04-00 0 0 N 0 <h <X> 0 N 9 0 N m 0 0 ,;, 9 N 9-04--00 0 ~ q 0 N 23665 CAJALCO ROAD PERRIS, CA 92570 TEL 951-657-7491 FAX 951-940-5176 www.CaiTrusFrame.com THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual buildingcomponents to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer Framer is responsible for accurate spacing of trusses as designed and called out on placement plan. All trusses spaced at 24" oc unless noted otherwise. z i<( ...J D.. 1-,z IW :!! w (.) ,<( ...J D.. .....- Cl) CI)Z ::l<( (t...J I-D.. U) 1-z w ...J <( (.) Cl) U) Q) E 0 (/) . a>o .s::: -ro ..--c: ·c:; 0) :> 0 c . ;:> ~ :~ <( 0<(--lO ,1-rn(ij -o .S (j) «~ 0E«~..o ~«~oJQ ..... (_) ..... u.. «! -""0 co .. a: ....,a:w .. U)Wo..Z co:!o 0 0 o ... n- (.) 1-w <( (/)>(.) ::lWO (.)Q_j ~ N C) z <( J: a: w > 0 ~ ..- II _J 0 (_) I--0 0~ z--l . _J :::>o Nl-r-.. -C) L!)z :I:c 0<( ~0 D.....J PROJECT No: M21167 Designer: Alfredo Delaado REV. BY REV. DATE Trusses are not marked in any way to identify the frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, installing and temporary restraining and bracing of trusses. Refer to ?~ .. ;;;::-Guide to Good Practice for Handling Installing Restraining & Bracing of Metal Plate Connected Wood Trusses*** for more detailed information. Truss Design Drawings may specify locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the l·c':*** for more information. All other permanent bracing design is the responsibility of the building designer. A The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. Los trusses no estan marcados de ningun modo que identifique Ia frecuencia o localizaci6n de restricci6n lateral y arriostre diagonal temporales. Use las recomendaciones de manejo, instalaci6n, restricci6n y arriostre temporal de los trusses. Vea e/ folleto . . -Gufa de Buena Practica oara e/ Manejo Instalaci6n , R.estricci6n v Arriostre de los Trusses de Madera Conectados con Placas de Metal*** para informacion mas detallada. Los dibujos de disefio de los trusses pueden especificar las /oca/izaciones de restricci6n lateral permanente a refuerzo en los miembros individuates del truss. Vea Ia hoja resumen *** para mas informaci6n. El resto de los disefios de arriostres permanentes son Ia responsabilidad del disefiador del edificio. resultado de un manejo, levantamiento, instalaci6n, restricci6n y arrisotre incorrecto puede ser Ia cafda de Ia estructura a aUn pear, heridos o muertos. A ©':111JJITll@liJ Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. ff@JfY!ilmM!Jl Uti/ice cautela a/ quitar las ataduras a los pedazos de metal de sujetar para evitar dafio a los trusses y prevenir Ia herida personal. Lleve el equipo protectivo personal para ojos, pies, manos y cabeza cuando trabaja con trusses. HANDLING MANE.JO contractor is responsible for receiving, unloading and storing es at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista tiene Ia responsabilidad de recibir, descargar y afmacenar adecuadamente los trusses en Ia obra. Descargue los trusses en Ia tierra lisa para prevenir el daffo. Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on-center (o.c.). Los trusses pueden ser descargados directamente en el sue/a en aque/ momenta de entrega o almacenados temporalmente en contacto con e/ sue/a despues de entrega. Silos trusses estaran guardados para mas de una semana, ponga bloqueando de altura suficiente detras de Ia pi/a de los trusses a 8 hasta 10 pies en centro (o.c.). For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados par mas de una semana, cubra los paquetes para proteger/os del ambiente. Refer to :3e,~;::*** for more detailed information pertaining to handling and jobsite storage of trusses. Vea el folleto ~-CS'l'*** para informaciOn mcis detal- /ada sabre el manejo y a/macenado de los trusses en area de trabajo. A CWJJJ;jJll@liJ Use special care in windy weather or near power lines and airports. Use proper rig- ging and hoisting equipment. (S) DO NOT store unbraced bundles upright. (S) DO NOT store on uneven ground. !J©JJfY!ilmM!J! Uti/ice cuidado especial en dfas ventosos o cerca de cables etectricos a de aeropuertos. Use equipo apropiado para levantar e ;mprovisar. NO almacene vertica/mente los trusses sue/tos. NO a/macene en tierra desigual. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES <S) DON'T overload the crane. NO sobrecargue Ia grua. <S) NEVER use banding to lift a bundle. NIJNCA use las ataduras para levantar un paquete. A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and paral- lel chord trusses up to 45' (13.7 m). Use at least three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses >45' (13.7 m). ,6. Do not over load supporting structure with truss bundle. No sobrecargue Ia estructura apoyada con e/ paquete de trusses. Puede usar un solo Iugar de levan tar para pa- quetes de trusses de Ia cuerda superior hasta 45' y trusses de cuerdas para/etas de 30' a menos. Use par Ia menos dos puntas de levan tar con grupos de trusses de cuerda superior inclinada hasta 60' y trusses de cuerdas para/etas hasta Place truss bundles in stable position. Puse paquetes de trusses en una posicion estable. 45: Use par to menos dos puntas de /evantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas para/etas mas de 45: MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TR!JSSES RECOMENOACIONES PARA LEVANTAR TRUSSES INOIVIOUALES a single pick-point at the peak can damage the truss. I ~~~bar-----,~ ~~ ~I _ Spreader bar 112 t.o -I I r---2/3 truss length Tagline. ..,., ,., ( ... o . .;;m) _____.,._ PIES Tagline 1 -Spreader bar 213 to I I 3/4 truss length ~ TRUSSES l!P YO Al'JD OVER 60' {18.3 m} ..,._ TRUSSES HAST A Y SOBRE 60 PIES ____._ Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posicion con equipo de grua hasta que Ia restriccion lateral temporal de Ia cuerda superior este instalado y el truss esta asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INOIVIDUALES PORLAMANO Trusses 20' (6.1 m) or less, support near peak. So porte cerca a/ pica los trusses de 20 pies o menos. ti:J I+ Trusses up to 20' ~I (6.1 m) Trusses hasta 20 pies Trusses 30' (9.1 m) or less, support at quarter points. 5oporte de los cuartos de tramo los trusses de 30 pies o menos. I+ Trusses up to 30' (9.1 m) Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL l:tiJ!i!il Refer to for more information. Vea el resumen .1E~:_:s~·-·~f3.;:~*** para mas informaciOn. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint table in the next column). Co/oque los arriostres de tierra para el primer truss directamente en lfnea con cada una de las fi/as de restriccion lateral temporal de Ia cuerda superior (vea Ia tabla en Ia proxima columna). (S) DO NOT walk on unbraced trusses. NO camine en trusses sueltos. <S> DO NOT stand on truss overhangs until Structural Sheathing has been applied to the truss and overhangs. NOse pare en voladizos cerchas hasta Revestimiento estructural ha sido aplicado a Ia armadura y voladizos. Brace first truss securely before .__ erection of additional ' -1 ' \\ _,I I I I ~' ~ STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate los arriostres de tierra. 2) Instate el primero truss y ate seguramente a/ arriostre de tierra. 3) Instate los proximos 4 trusses con restriccion lateral temporal de miembro corto (vea abajo). 4) Instate e/ arriostre diagonal de Ia cuerda superior (vea abajo). 5) Instate arriostre diagonal para los pianos de los miembros secundarios para estabilice los primeros cinco trusses (vea abajo ). 6) Instate Ia restricci6n lateral temporal y arriostre diagonal para Ia cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. to for more information. Vea el resUmen ff,f':.,";[ ... ~;.;z*** para mas informaciOn. RESTRAINT /BRACING FOR All PLANES OF TRUSSES RESTRICCIOIV/ARRIOSTRE PARA TODOS PLAIVOS DE TRUSSES This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metoda de restricci6n y arriostre es para todo trusses excepto trusses de cuerdas para/etas (PCTs) 3x2 y 4x2. Vea Ia parte superior de Ia columna para Ia restriccion y arriostre temporal de PCTs. 1) TOP CHORD-CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de Ia Cuerda Supefior Up to 30' 10' (3 m) o.c. max. (9.1 m) 30' (9.1 m)-8' (2.4 m) o.c. max. 45' (13.7 m) 45' (13.7 m)-6' (1.8 m) o.c. max. 60' (18.3 m) 60' (18.3 m)-4' (1.2 m) o.c. max. 80' (24.4 m)* *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). *Consu/te a unProfessional Registrado de Disefio para trusses mas de 60 pies. See ··'·•''''·: .. :~'''*** Vea e/ ~~Wl~l Refer to for Gable End Frame restraint/bracing/ reinforcement information. Para informacion sabre restriccion/ arriostrejrefuerzo para Armazones Hastiales vea e/ resumen '"·-·'-w'"'·''' · Truss attachment 10" or ~~c~:R Repeat diagonal braces for each set of 4 trusses. ~ required at support(s) Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A-A 2) WEB MEMBER PLANE-PLANO DE LOS MIEMBROS SECUNDARIOS lATERAL RESTRAINT & DIAGONAL BRACING ARIE VERY IMPORTANT iLA RESTRICCION !LATERAL Y EL A.RRIOSTRE DIAGONAL SON MUY IMIPORTANTES! Lateral Restraints -2x4x12' or greater lapped over two or CLR splice reinforce~ ment. Minimum 2' 2x Scab block centered over sPlice. Attach to CLR with minimum 8·16d (0.135x3.5") nails each side of splice or as specified by the Building Designer. RESTRAINT & BRACING FOR 3><2 AND 4x2 PARAllEl CHORD TRUSSES RESTRICCION Y AR.RIOSTRE PARA TRUSSES DE CUERDAS PARALEUlS 3X2 Y 4X2 to information. Vea el resumen ~ para mas informaciOn. f Apply diagonal brace to webs at end of cantilever and at bearing locations. lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 1 D' (3m) o.c. ma::. lor Jx2 and 15' (4.6 m) o.c. lor 4x2 chords. INSTAlliNG = Tolerances for Out-of-Plane. Tolerancias para Fuera-de-Piano. ~-MaxBow ~--+:: Len;':_~T /Max Bow 0• l ~ LenQth -~~ t : 0 ' Tolerances for I : Out-of-Plumb. '' ::~:.:b~-"'": "::Lj '" 0. '' )" . ~ Tolerancias para Fuera-de-Piomada. n 1 .. 1 Dfso max 1 ...._ ' -~ CONSTRUCTION lOADING CARGA DE COIVSTRIJCCION (SJ 1:!0 i\JOT proceed with construction until all lateral lJ2] mmll (>L 4 m; 1 restraint and bracing is securely and properly in place. ,,~---·----~ fl-10 proceda con Ia construcci6n hasta que todas las restnc- ciones !atera/es y los arriostres esten colocados en forma apropiada y segura. <S> DO i\JG'l' exceed maximum stack heights. Refer to for more information. 11!10 exceda las alturas maximas de mont6n. Vea e/ resumen ;3r:!:,:'l~t?: ~***para mas informaciOn. Clay Tile i\1HEV!E~ stack materials near a peak, at mid-span, on cantilevers or overhangs. MIJNCA a pile los materia/es cerca de un pica, a centro de Ia luz, en cantilevers a a/eros. DO NOT overload small groups or single trusses. NOsobrecargue pequefios grupos o trusses individuates. Place loads over as many trusses as possible. Coloque las cargas sabre Iantos trusses como sea posible. Position loads over load bearing walls. Co/oque las cargas sabre las paredes soportantes. ~ ALTERATIONS-Al TERACIONES jit.lleji@j Refer to ""'"·.'."'"'·"""" /~ij '\ _ _____J.,___ll_____'l!] Truss bracing notshownforclarity. Vea e/ resumen <Sl DO ii!DT cut, alter, or drill any structural member of a truss unless specificaiiy permitted by the truss design drawing. NO corte, altere a perfore ningun miembro estructural de un truss, a menos que este espedficamente permitido en e/ dibujo del disefio del truss. [lai.Jitijj Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante Ia construcci6n o han sido alterados sin Ia autor- izacion previa del Fabricante de Trusses, pueden hacer nulo y sin efecto Ia garantfa limitada del Fabricante de Trusses. *'"Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance. To view a non-printing PDF of this document, visit sbcmdustry.com/b1. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures outllned in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as superior to the building des1gner's design specification for handling, installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, floors, roofs and aU _the interrelated structural building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages """-"lif""ii--··-··-~ .... 6300 Enterprise lane • Madison, WI 53719 608/274-4849 • . . ~I ~ ~:--~~~~~~ ===-:-=----~ =--=-~I T§MISIE!Rl twRODUCTSI~~SP!ECT~OJN/1 fif\!!Co dlba GIENE~ .. L TIE$TU~~G AlJ\IJD ID~Sf\illiECT30!Nl AGENCY 105 SE 124th AVENUE VANCOUVER, WA 98684 Timber Products Inspection {TP} and General Testing and Inspection (GTI} are code recognized by the lnteri1atiorm! Conference of Building Officials {ICBO E.S.) which as of January 1, 2003 became the International Accreditation Service, Inc. (!AS) with the new assigned number of M-664. This is to verif-y that: CAUFORNHA T~USIFRAME !ULC f!E~R~SCA Is currently an active member in good standing in th~ TP Third Party Truss Auditing Program and has been since () ti ~: Brian Hensley#~ Truss Manager-Western Division Aprill8, 2012