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HomeMy WebLinkAbout2791 JAMES DR; ; CB154525; PermitCity of Carlsbad 1635 Faraday AV Carlsbad, CA 92008 Print Date: 09/29/2017 Residential Permit Permit No: CB154525 www.carlsbadca.gov Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Sf Dwelling Units: Bedrooms: 2791 James or BLDG-Residential 1561425900 $423,091.00 Work Class: Lot Sf: Reference 55: Construction Type: Bathrooms: Orig. Plan Check 55: Plan Check 55: Single Family Detached DEV13O13 Status: Closed- Finaled Applied: 12/21/2015 Issued: 10/03/2016 Analed: Inspector: MColl Project Title: KING PROPERTY Description: . RESDNTL - SFD PACIFIC LEGACY: 2,667 SF LIV 531 SF GARAGE, 404 SF PATIO(S) Applicant: Owner: ALVIN WASHINGTON INACTIVE PACIFIC LEGACY HOMES 16780W Bernardo or SAN DIEGO, CA 92127-1678 16870W Bernardo Dr SAN DIEGO, CA 92127-1678 Total Fees: Total Payments To Date: Balance Due: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0 PLANNING 0 ENGINEERING 0 BUILDING 0 FIRE 0 HEALTH 0 HAZMAT!APCD Building Permit Application Plan Check No.061 L 25 Est. Value 0g/ City of 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Cd1sbad Plan Ck. Deposit email: buildingcarlsbadca.gov Date 2._—a- Is ISWPPPI www.carlsbadca.gov JOB ADDRESS i,7q, J1d1.fI b/Buena Vista Wy I James Dr I'' IAPN 156 - 142 - 59 - 00 CT/PROJECT # OT C PHASE C C OF UNITS BEDROOMS OOMS # BA BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP 5 4.5 I DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) 2,75p --'I' New one-story single-family residence consisting of 2388-SF Main House and-el?) SF attached 404 SF SF of Covered Exterior Areas, and an attached 531 SF 2-Space Garage, -Ft,t 4 fort.. 2,et7 - LVP4 EXISTING USE 'PROPOSED USE I GARAGE (SF) PATIOS (SF) I DECKS (SF) I FIREPLACE AIR CONDITIONING I FIRE SPRINKLERS Vacant residential lot I Single-family Res. I 531 404 I 0 NESIZI NO[::] I YES DNO1 I YESNOE APPLICANT NAME Alvin Washington PROPERTY OWNER NAME Pacific Legacy Homes, Inc. P,Ina,y Contact ADDRESS 16870 W. Bernardo Dr., Ste 400 ADDRESS 16870 W. Bernardo Dr., Ste 400 CITY STATE ZIP San Diego CA 92127 CITY STATE ZIP San Diego CA 92127 PHONE 760. 'A?f.,7tI IFAx PHONE 858.756.1191 I IFAX EMAIL EMAIL awashpacificlegacyhomes.com info@pacificlegacyhomes.com DESIGN PROFESSIONAL Michael Graham CONTRACTOR BUS. NAME ADDRESS ADDRESS _Dr.,_Ste 16870 W._ Bernardo 400 CITY STATE ZIP CITY STATE ZIP San_Dieao CA 92127 PHONE PHONE FAX 619.993.8896 IFAX EMAIL EMAIL mgraham(pacificIegacyhomes.com STATE LIC. # STATE UC.# IC Professional Enaineer-Civil I _C.49116 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). ®(31060 130®9 -- Workers' Compensation Declaration: I hereby affirm under penalty of perjwy one of the following declarations: R I have and will maintain a certificate of consent to self.insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance canter and policy number are: Insurance Co. Policy No. Expiration Date___________________ Th section need not be completed tithe permit is for one hundred dollars ($100) or less. n 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 (116100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE 0 AGENT DATE ®GI70® I hereby affirm that lam exempt from Contractor's License Law for the following reason: [J I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of 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). [J I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes DNo 2.l (have / have not) signed an application fora building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address! phone! 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 (iridude name! address/phone/contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/address! phone/type of work): ..PROPERTY OWNER SIGNATURE AGENT DATE 12 '21. 15 Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? DYes .No Is the applicant or Mute building occupant required to obtain a permit from the air pollution control district or air quality management district? DYes *No Is the facility to be constructed within 1.000 feet of the outer boundary of a school site? DYes OLNo IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 0)(0®0 Ii)00()® Z@013MV - I hereby affirm that there is construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name WA Lender's Address iS C@Ol0(0€)I) IcertitythatI have ieadthe application and statethatthe above information iscerier*andthatthe information on the plans isaccurate. lagreete complyv0 all Cityordinances and State atiNgto buildingoonstructiolL 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 Cliv OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEJENCE OF THE GRANTING OFTHIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0 deep and demolition or construction of structures over stories in height. EXPIRATION: Every permit issued bythe Building Off all under the provisionsofthisCodeshallexplrobykmitaUonandbecomenullandve if the building orork authorized bysuch permit isnotcommencedwith iBO days from the date ofsuch permit orif ebui woikauth bysudopermit issuspended or abandDnedat any fin after the work is commenced for a period of180 days (Section 1064.4 Uniform Building Code). ..'APPLICANT'S SIGNATURE DATE 12-24-15 Permit Type: BLDG-Residential Application Date: 12/21/2015 Owner: INACTIVE PACIFIC LEGACY HOMES Work Class: Single Family Detached Issue Date: 10/03/2016 Subdivision: Status: Closed - Finaled Expiration Date: 11/27/2017 Address: 2791 James Dr Carlsbad, CA lVR Number: 711356 Scheduled Date Actual Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 0910712017 0910712017 BLDG-Final 033973-2017 Failed Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 0911812017 09I18/2017 BLDG-Final 034908.2017 Failed Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Need CMI sign off No 0912612017 091261267 BLDG-Final 035845.2017 Failed Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Need CMIsign off No BLDG-Building Deficiency NeedCMI sign off - No 0912712017 0912712017 BLDG-Final 036001-2017 Cancelled Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Need CMI sign off No • BLDG-Building Deficiency Need CMI sign off No 0912812017 0912812017 BLDG-Final 036185-2017 Failed Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Need CMI sign off No BLDG-Building Deficiency Need CMI sign off No 0912912017 0912912017 BLDG-Final 036342.2017 Passed Michael Collins Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency • Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final • Yes BLDG-Structural Final Yes • BLDG-Electrical Final Yes BLDG-Building Deficiency Need CMI sign off No BLDG-Building Deficiency Need CMI sign off • No September 29. 2017 • Page 3 0t3 Permit Type: BLDG-Residential Application Date: 12/21/2015 Owner: INACTIVE PACIFIC LEGACY HOMES Work Class: Single Family Detached Issue Date: 10/03/2016 Subdivision: Status: Closed - Finaled . Expiration Date: 11/27/2017 Address: 2791 James Dr Carlsbad, CA lVR Number: 711356 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 0611712017 0611712017 BLDG-16 Insulation 0235872017 Failed Michael Collins Reinspection Complete Checklist item COMMENTS Passed BLDG-Building Deficiency . No BLDG-Building Deficiency Complete, garage/dwelling separation wall. No 05/2212017 05/2212017 BLDG-16 Insulation 023828.2017 Passed Michael Collins Complete Checklist Item COMMENTS . Passed BLDG-Building Deficiency Yes BLDG-Building Deficiency No BLDG-Building Deficiency Complete, garage/dwelling separation wall. . No 0512512017 05/25/2017 SLOG-17 Interior 024465-2017 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS . Passed BLDG-Building Deficiency Drywall only. No showerItub lath. Yes BLDG-18 Exterior 024570.2017 Passed Michael Collins . Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/31/2017 05/31/2017 BLDG-17 Interior 024899-2017 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Shower/tub lath. Yes BLDG-23 025007-2017 Passed Michael Collins Complete Gas/Test/Repairs Checklist Item COMMENTS . Passed BLDG-Building Deficiency Yes 07/31I2017 07/31/2017 BLDG-Electric Meter 030220.2017 Passed Paul Bumette . Complete Release Checklist Item COMMENTS . Passed BLDG-Building Deficiency . Yes 09/06/2017 09/06/2017 BLDG-Final 033780-2017 Failed Michael Collins . Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No September 29, 2017 Page 2 of 3 Permit Type: BLDG-Residential Application Date: 12/21/2015 Owner: INACTIVE PACIFIC LEGACY HOMES Work Class: Single Family Detached Issue Date: 10/03/2016 Subdivision: Status: Closed - Finaled Expiration Date: 11/27/2017 Address: 2791 James Dr Carlsbad, CA IVR Number: 711356 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary -inspector' Reinspection Complete 0210812017 0210812017 BLDG-15 013052-2017 . Passed Michael Collins . Complete RooflReRoof (Patio) Checklist Item COMMENTS . Passed BLDG-Building Deficiency See card for additional truss info. Yes NOTES Created By TEXT Created Date Michael Collins See card for additional truss information. . 02/08/2017 03l2212017 03/22/2017 BLDG-22 017269.2017 Passed Michael Collins , Complete Sewer/Water Service Checklist Item . COMMENTS Passed BLDG-Building Deficiency Waste to POC, Bldg supply, meter to bldg. Yes 0312412017 03124/2017 BLDG-13 Shear 017643-2017 Passed Jonathan West Complete Panels/HD (ok to wrap) Checklist item COMMENTS . Passed BLDG-Building Deficiency Yes 0412012017 0412012017 BLDG-84 Rough 020678-2017. Failed Michael Collins Reinspection Complete Combo(14.24,3444) * Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 . No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout . . No BLDG-34 Rough Electrical . No BLDG-44 . No Rough-Ducts-Dampers 0610812017 0510812017 BLDG-84 Rough 022652.2017 Passed Michael Collins Complete Combo(14.24,34,44) Checklist Item COMMENTS . Passed BLDG-Building Deficiency Yes BLDG-14 . Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout . Yes BLDG-34 Rough Electrical . Yes BLDG-44 Yes Rough-Ducts-Dampers 05/1212017 05112/2017 BLDG-IS insulation 023263-2017 Partial Pass Michael Collins Reinspection Incomplete Checklist Item COMMENTS . Passed BLDG-Building Deficiency Complete, garage/dwelling separation wall. No September 29, 2017 Page 1 of 3 Inspection History: 10/12/2016: 11-BLDG-Ftg/Foundation/ Piers. Partial Approval Completed By PD; 10/25/2016: 11- BLDG- Ftg/Foundation/Piers Correction Required Completed By MC NEED FOOTING/STEEL REVISION, SEE CARD. RECEIVED SOILS REPORT.; 10/26/2016: 11-BLDG-Ftg/Foundation/Piers Approval Completed By PD; 10/13/2016: 21-BLDG-underground/Under Floor Approval Completed By PD; 10/25/2016: 31-BLDG-Underground/Conduit-Wiring Approval Completed By MC LIFER OT - - RECORD CORY- CR154525 2791 JAMES DR 1< :'41 CITY OF PACIFIC LEGACY: 2,667 SF LIV CARLSBAD INSPECTION RECORD 531 SF GARAGE, 404 SF PATIO(S)ll MAIN LIVING 2,388 Building Division SF + 279 SF ATTACHED ACCESSORY UNIT RESDNTL SFD I ii INSPECTION RECORD CARD WITH APPROVED Lot#: 3 ALVIN WASHINGTON PLANS MUST BE KEPT ON THE JOB (I CALL BEFORE 3:30 pm FOR NEXT WORK DAY INSPECTION 121 FOR BUILDING INSPECTION CALL: 760-6022725 OR GO TO: www.Carlsbadca.aov/Buildinp AND CLICK ON Request Inspection" DATE: fO.f t IF "YES' IF YOU HAVE ALL REQUIRED BRING IN AT 760-602-2700 IS CHECKED BELOW THAT DIVISION'S APPROVAL IS REQUIRED PRIOR TO ANY QUESTIONS PLEASE CALL THE APPLICABLE DIVISIONS AT THE APPROVALS ARE SIGNED OFF— FAX TO 760-602-8560, EMAIL A CQPY OF THIS CARD TO: 1 635 FARADAY AVE., CARLSBAD, CA 92008. BETWEEN 7:30 AM - 8:00 AM THE DAY OF YOUR INSPECTION. — RequiredPrior1 Requesting IBuilding Final Icf Checked ii REQUESTING A FINAL BUILDING INSPECTION. PHONE NUMBERS PROVIDED BELOW. AFTER TO BLDGINSPECTIONS@CARLSBADCA.GOV OR BUILDING INSPECTORS CAN BE REACHED Notes planning/Landscape 760-944-8463 Allow 48 ho - s — VOA Wd!~- 7.10f81491 ITbefore V4.J, Fire Prevenlion 760-602-4660 Allow 48 hours BFIEFRIM Type of Inspection Type of Inspection .:IUII.II[.. #11 FOUNDATION Date , Inspector ___________ 1111am. #31 0 ELECTRIC UNDERGROUND UEER Date 4, .0 '1!, )Inspector Ig7 #12 REINFORCED STEEL - 1 E. #34 ROUGH ELECTRIC #66 MASONRY PRE GROUT #33 0 ELECTRIC SERVICE 0 TEMPORARY 0 GROUT 0 WALL DRAINS #35 PHOTO VOLTAIC #10 TILT PANELS #39 FINAL #11 POUR STRIPS #11. COLUMN FOOTINGS #41 UNDERGROUND DUCTS & PIPING #14 SUBFRAME 0 FLOOR 0 CEILING #44 0 DUCT&PLENUM 0 REF. PIPING #15 ROOF SHEATHING %. frk. #43 HEAT-AIR COND. SYSTEMS #13 EXT. SHEAR PANELS o,/ 14/i- #49 FINAL #16 INSULATION #18 EXTERIOR LATH ' ' #81 UNDERGROUND (11,12,21,31) #17 INTERIOR LATH &DRYWALL >111t1 #82 DRYWALL,EX1 LATH, GASTES(17,18 ri #51 POOL E)(CA/STEEL/BOND/FENCE #83 ROOF SHUtTING, EXT SHEAR (13,15) #55 PREPLASTER/FINAL #84 FRAME ROUGH COMBO (14,24,34,44) o(( 1"? t1146 #19 FINAL #85 T-Bar (14,24,34,44) #22 0 SEWER & BL/CO 0 PL/CO Date Inspector #89 FINAL OCCUPANCY (19,29,39,49) sa /z3(h Date IiC. Inspector #21 UNDERGROUND OWASTE 0 WTR f #24 TOPOUT OWASTE DWTR A/S UNDERGROUND VISUAL #27 TIJB& SHOWER PAN A/S UNDERGROUND HYDRO #23 1AS TEST 0 GAS PIPING I7i US UNDERGROUND FLUSH #25 WATER HEATER o9 19fr) A/S OVERHEAD VISUAL f/IjØ7 fI #28 SOLAR WATER A/S OVERHEAD HYDROSTATIC (1 / #29 FINAL A/S FINAL F/AROUGH.IN #600 PRE-CONSTRUCTION MEETING F/A FINAL #603 FOLLOW UP INSPECTION FIXED EXTINGUISHING SYSTEM ROUGH-IN #605 NOTICE TO CLEAN FIXED EJCIING SYSTEM HYDROSTATIC TEST #607 WRITTEN WARNING FIXED EXTINGUISHING SYSTEM FINAL #609 NOTICE OF VIOLATION #610 VERBAL WARNING MEDICALGAS FINAL REV 1012012 MEDICAL GAS PRESSURETEST SEE BACK FOR SPECIAL NOTES - - - --- ...-.------ - - - - - - Section 5416. Health and &rety Code, State of California There shall be not less than one water closet for each 20 employees or fractional part thereof working at a construction job site. The water closet shall consist of a patented chemical type toilet. For the purpose of this section the term construction site shall mean the location on which actual construction of a building is in progress. A violation of this section shall constitute a misdemeanor. All construction or work for which a permit is required shall be subject to inspection and all such construction or work shall remain accessible and exposed for inspection purposes until approved by the inspector. Work shall not be done beyond the point indicated in each successive inspection without first obtaining the approval of the inspector. DATE ADDITIONAL NOTES 6EI\Jt.1 - at zM 4 bi nL €L 4r flor t4u- ____ (.#UstE tAk J4Mt fr .0. . 1A1L.. pO 1'o? -k42o w.tt4t4 41 af tv 1( i4 M t 22(r7 L,J1L (,v2J' "AISM tb ?--Cl, Ktts.L, t> WJ041 3(1-9/li 3cT 1ftaez Ok, j,ti1iôJ iN5A.4c CU+5J WAIII 4CfA4 fo (At z) - fri iA- 1 / (y t' (c4e4') ft4ti4. Ar fIATM Thio, . . OdIdU ____ &nç ôtc A - ,.1 AMA,. 6b2f11 4L W aATW 4r to 11z6/11 ftW o4Lr f%o L-4y J,. 4'- (SA(LJ44 i& It tA o9I#4i tzf- Lr lzfrt. 44itc&y .4 wymffa km , Li L-vLr i'je 4e-. L&4U. frY F1A- 'r 4p,ttL, 7 t', PACIFIC LEGACY HOMES October 24, 2016 Building Inspector City of Carlsbad Building Inspection 1635 Faraday Avenue Carlsbad, CA 92008 RE: Buena Vista Colony - 2791 James Drive, Building Permit Dear Building Inspection, The construction survey staking was completed by Torgersen Surveying, Inc. on October 3, 2016. The construction survey staking included the building corners. I have reviewed the staking information and foundation formwork layout. The building is located per the site plan and the survey stakes set by Torgersen Surveying, Inc. Please let us know if you have any questions or need anything else. Thank you in advance. Sincerely, PACIFIC LEGACY HOMES, INC. Michael Graham, PE President OcESSIO D. 44 EXP~J1S JJ,, 16870W. 8ERNARDO DRIVE, SUITE 400 SAN DIEGO, CALIFORNIA 92127T858.756.1191* WWW.PACIF1CLEGACYHOMES.COM BUENA VISTA COLONY COSTA VERDE (PARCEL 3) BUILDING STAKES --;------ I 113 OS/5 FO.38 167.82 1114 OS/5 1:1.01 17.19 112 os/s. FO.58 !167.62 \ i 115 OS/5 lfl.15 167.05 Development Services c D CjY of SPECIAL INSPECTION RECEI VED Building Division AGREEMENT 1635 Faraday Avenue Carlsbad B-45 MAY 03 2016 760-602-2719 In accordance with Chapter 17 of the California Building Code the following must being performed requires special inspection, structural observation and construction material testing. Project/Permit: iq 45 ' Project Address: 2-711 J,1'0 5i7W THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner-Builder A. (If you checked as owner-builder you must also complete Section B of this agreement) Name: (Please print) tIOFL. P. (First) (Ml.) (Last) Mailing Address: 170 k). .FJIt2O Pt$0--f7 S4k.J P(f4O ,CA 92-(2.7 Phone: 7' fl I am: ElProperty Owner UProperty Owner's Agent of Record UArchitect of Record DEngineer of Record State of California Registration Number: Expiration Date:___________________ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspection no n the ap,çroved plans and, as required by the California Building Code. Signature: Date: S'316 CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor! builder / owner-builder. Contractor's Company Name:4'Ilt'(fI& 1EGN2 F'45 (At. Please check if you are Owner-Builder,, Name: (Please print) M(c'14t L 1). 24W4 (First) (M.l.) (Last) Mailing Address:— (.6&10 W. .{'1ciA2O P& c1400 5A) D ( CA 9Z-17,7 Email: Phone: 91%. IN ( State of California Contractor's License Number: Expiration Date: .1 acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will nrnuidø a final rn,ss4 I M#tnr in mnIi,,a.n ,ad#1 (1' en,.#Mn 4 711 I 0 ~inr #n finI inspection. 5S 16 B-45 Page 1 of 1 Rev. 08/11 GeoTek, Inc. Field Observation Report CLIENT: SUPERINTENDENT: WO:3 Y3 SP PROJECT: iJ 44 ' 4,/,. i,re/.? ..Jj 1 DATE://J/!b LOCATION: 74s 3, )).,, FOREMAN: DAY: M'f3w TH F S S CONTRACTOR: (J (-*, /., ,., HOURS:__________ WORK IN PROGRESS ( ) GRADING ( ) UTILITY B/F: S__. W__. JT__. SD__. OTHER ( )STREET: SG B__. AC ( ) CURB &GUTTER: SG__. B__ ( ) SIDEWALK: SG B ( ) WALL çrOUNDATIoN OTHER 7'71 - COMMENTS! DISCUSSION L.o,u.e '4 i4 ,%,i/i ,,-, , a-, -d _,_-l•J. .L,,,14? ,/ 1 / TEST RESULTS LOCATION BY: 7fr' Mi-c L SIGNATURE: ii V2. PRINT NM4E /' COPIES TO: OFFICE CLIENT/REP AGENCY CONTRACTOR FIELD FILE (WHITE) (YELLOW) (PINK) (GOLDENROD) (GREEN) ATTACH ADDITIONAL SHEETS AS NEEDED. THIS IS SHEET - OF -. •. GeoTek, Inc. Field Obsen1 on Report CLIENT: 'Kir, . L SUPERINTENDENT: WO:3V3 -SD PROJECT: 1114 V, C1' *edi5 DATE: /0j /1,/h LOCATION: U ' ' ' FOREMAN: DAY: M 9 TH F S S CONTRACTOR: f HOURS: I WORK IN PROGRESS ( ) GRADING ( ) UTILITY B/F: S_ W_ J_ SD__. OTHER STREET: SG B AC ( ) CURB& GUTTER: S B SIDEWALK: SG B ( ) WALL 4S FOUNDATION OTHER EQUIPMENT: ______••%•. .1 COMMENTS I DISCUSSION C) s'r'I' &Q I' 4v i-i if / -,( . € X iC?' ry - e_e we -e TEST RESULTS LOCATION SIGNATURE: CONTRACTOR FIELD FILE (GOLDENROD) (GREEN) ATTACH ADDITIONAL SHEETS AS NEEDED. THIS IS SHEET - OF_. PRINT NAME COPIES TO: OFFICE CLIENT/REP AGENCY (WHITE) (YELLOW) (PINK) - .40 MI t . EsGil Corporation In Partnersñip with government for(Building Safety DATE: May 10, 2016 JURISDICTION Cir1sbäd PLAN CHECK NO.: 15-4525 PROJECT ADDRESS: 2791 James Dr. SET: III APP ICANT RIS. 1 PLAN REVIEWER FILE PROJECT NAME: New SFD with Attached Garage and Covered Porches for Pacific Legacy Homes, Inc. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. LI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted- Telephone #: Date contacted: (9 ') Email: LI REMARKS: By: Rich Moreno for T.F. Enclosures: EsGil Corporation 0 GA 0 EJ [I MB 0 Pc May 5, 2016. 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 '.- EsGil Corporation In Partnership wit/i governmentfor cBui(ding Safety DATE: Mar 31, 2016 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-4525 PROJECT ADDRESS: 2791 James Dr. SET: II U APPLICANT U JURIS. U PLAN REVIEWER U FILE PROJECT NAME: New SFD with Attached Garage and Covered Porches for Pacific Legacy Homes, Inc. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LI 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. 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. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Alvin Washington El EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Alvin Washington Telephone #: 760 809-8732 Date contacted: (by: ) Email: awash©pacificlegacyhohies.com LI REMARKS: By: Rich Moreno for T.F. Enclosures: EsGil Corporation El GA 0 EJ 0 MB 0 PC Mar 24, 2016 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad 15-4525 Mar 31, 2016 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. 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: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. . PLANS A reminder that all sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). (Civil sheets are not signed). Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included." Section R106.2. Please provide complete construction details for retaining walls, fences, site stairs to be included in this permit. The structural response does not address the retaining walls. There was no response to this correction. . FOUNDATION /STRUCTURAL 18. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. The letter date 2014 is for preliminary evaluation and for the parcel map. The soils engineer is to verify that he/she has reviewed the foundation plan and to provide a letter of conformance. Carlsbad 15-4525 Mar 31, 2016 19. Show compliance with section R403.1.7 and soil report, page 6 for foundation setbacks from slopes and retaining walls. This correction will be reviewed once the structural engineer has addressed the retaining walls. 24. Please detail connection of 134 to 135. The plans show a HUS hanger, Simpson does not make an HUS for a 6x10. please clarify the Hold up hanger proposed. Also reference the orientation of detail 51S-3 on sheet S-2 26. Please complete the Carlsbad Special Inspection Agreement (included). Form was not included in the recheck. MECHANICAL 27. Show on the plans the location, type and size (BTU's) of all heating and cooling appliances or systems. If in the garage, must be on an 18" platform. If in the attic the following corrections apply: Trusses will need to be designed to accommodate the FAU clearances. Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic. CIVIC Section 904.10. It appears on sheet A8.0 that the FAU will be installed in the attics space between trusses Fl and Fl H. These trusses don't appear to be designed in any form to carry the load of an FAU unit. The plans show that a 45,000 BTU -heating unit will be used to heat a 2667-sf. home. Please provide the FAU's manual to check if the unit is capable of maintaining a room temperature of 68 degrees F at a location 3 feet above the floor and 2 feet from exterior walls in all habitable rooms. per. CRC 303.9 ill. Could not locate the proposed placement of the electrical receptacle and switch near the entrance to the attic furnace. iv. Show the minimum 30" deep unobstructed working space in front of the attic installed furnace. Section CIVIC Section 904.10.3. V. The access opening to attics must be large enough to remove the largest piece of mechanical equipment and be sized not less than 30" x 22". CIVIC Section 904.10. A. Note that passageway to the mechanical equipment in the attic shall be unobstructed, have continuous solid flooring not less than 24 inches wide, and be not more than 20 feet in length from the access opening to the appliance. CIVIC Section 904.10. Carlsbad 15-4525 Mar 31, 2016 MISCELLANEOUS 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 No E3 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/56011468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Rich Moreno for T.F. at EsGil Corporation. Thank you. Carlsbad 15-4525 Mar 31, 2016 <4, CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special Inspection, structural observation and construction material testing. 'rojectlPermit: Project Address: THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER!AUTHORIZED AGENT. Please check if you are Owner-Builder ci. (If you checked as owner-builder you must also complete Section 9 of this agreement) Name: (Pleasëpnntl iLatI (Fw..0 Mailing Address: Email__________________________________________________ PhOne:______________________ lam: (]Property Owner OProperty Owners Agent of Record DArchitect of Record D Engineer of Record State of California Registration Number Expiration Date:________________ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature Date: CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder! owner-builder. Contractor's Company Name:________________________________________ Please check If you are Owner-Builder 0 Name: (Please print) I Mailing Address: __________________________________________________ PhOne:________________________ Email:_______________________________________________________ Statéof California Contractor's License Number ExpiratiOn Date: I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the buildihg official; twill have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution Of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. Signature: —Date- 845 Page 11 of 1 Rev. 08/11 EsGil Corporation In cPartnersliip with government for Bui&ing Safety DATE: 12/30/15 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-4525 PROJECT ADDRESS: 2791 James Dr. SET:I UAPPLICANT JURIS. U PLAN REVIEWER U FILE PROJECT NAME: New SFD with Attached Garage and Covered Porches for Pacific Legacy Homes, Inc. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. 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. 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. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Alvin Washington EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Alvin Washington 1/Telephone #: 760 809-8732 y'h,') Date contacted: .C) (by:)14'Email: Jawashpacificlegacyhomes.com LI REMARKS: By: Tamara Fischer Enclosures: EsGil Corporation El GA 0 EJ 0 MB 0 PC 12/22/15 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 15-4525 12/30/15 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 15-4525 JURISDICTION: Carlsbad PROJECT ADDRESS: 2791 James Dr. FLOOR AREA: 2667 sq ft SFD STORIES: 1 531 sqftGar 404 sq ft Coy Porch HEIGHT: 16' approx per CRC REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 12/22/15 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Tamara Fischer COMPLETED: 12/30/15 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2013 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, 2012 UPC, 2012 UMC and 2011 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section. etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 15-4525 12/30/15 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring 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 All sheets of plans must be signed by the person responsible for their. preparation. (California Business and Professions Code). (Civil sheets are not signed). 2. Please provide the site address on the plans. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included." Section R106.2. Please provide complete construction details for retaining walls, fences, site stairs to be included in this permit. Sheet A.2 references sheet A.6 instead of A.5 for door and window schedules. Please provide the following note on the plans for the deferred fire sprinklers: "Submittal documents for deferred subniittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." CONTINUED Carlsbad 15-4525 12/30/15 . FIRE PROTECTION 6. Please make it clear on the plans that this building is to be provided with an automatic fire sprinkler system. Section R313.2. (I see fire sprinkler notes on sheet TS, but they don't clearly state this). 7. Show locations of permanently wired smoke alarms with battery backup, per Section R314: Inside each bedroom. Outside each separate sleeping area in the immediate vicinity of the bedrooms. NOTE: When more than one smoke 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. 8. 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 R315: Outside each separate sleeping area in the immediate vicinity of the bedrooms. Inside the Casita since it is accessed only from outside. 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. . GENERAL RESIDENTIAL REQUIREMENTS 9. Bathrooms must be mechanically ventilated (an openable window won't suffice). Section R303.3.1 and CIVIC 403.7. Portion of master spa with tub and shower. 10. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: a. Glazing adjacent to a door wherethe nearest vertical edge of the glazing is within a 24" arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60" above the walking surface. (Window D within 2' of door 11 at Entertaining). 11. Interior and exterior doors shall be provided with landings not more than 7-1/4" below the top of the threshold. Exception: A landing is not required where a stairway of 2 or fewer risers is located on the exterior side of the door, provided the door does not swing over the stairway. Section R311.3.2. Please show compliance. CONTINUED Carlsbad 15-4525 12/30/15 12. Please provide a note on the plans that no cooking appliances will be installed in the Casita. Otherwise it will be considered a separate dwelling unit and additional corrections will apply. EXITS, STAIRWAYS, AND RAILINGS 13. Specify on the plans for interior and exterior stairs / steps: Maximum rise is 7-3/4" and minimum run is 10", measured from the nosing projection. Where there is no nosing, the minimum run is 11". (I see rise is shown for interior garage steps). Minimum width is 36". (Please dimension at narrower exterior stairs). The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. 14. Handrails (Section R311.7.7): Shall be provided on at least one side of each stairway with four or more risers. (Exterior stairs). Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. The handgrip portion of all handrails shall be not less than 1-% inches nor more than 2 inches in cross-sectional dimension. See Section R311.7.8.3 for alternatives. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. Ends of handrails shall be returned or shall have rounded terminations or bends. ROOFING 15. Specify on the plans the following information for the roof materials (Standing seam metal and fiberglass shingles). Section R106.1.1. The approval must show Class A per City Ordinance. Verify roof slope complies with the requirements of the approval. a. ICC approval number, or equal.( ICC ESR 1475 for GAF Shingles). 16. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to %" maximum openings. Section R806.1. CONTINUED Carlsbad 15-4525 12/30/15 GARAGE Please specify solid core door from garage to house to be minimum 13/8" thick. . FOUNDATION I STRUCTURAL Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (as required by the original soil report, page 12). Show compliance with section R403.1.7 and soil report, page 6 for foundation setbacks from slopes and retaining walls. Please specify depth and reinforcing at detail 3/S3.0. 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). CBC Section 107.3.4.1. Please note: Wind exposure B used in truss calcs does not match structural caics (Exposure C). Please call out truss hardware on plans or truss layout. Detail 1/S3.0 is referenced at B5 on S2.0. This is a footing detail. Please detail connection of B4 to B5. It appears that drags are needed at grid 4. Please complete the Carlsbad Special Inspection Agreement (included). . MECHANICAL Show on the plans the location, type and size (BTU's) of all heating and cooling appliances or systems. If in the garage, must be on an 18" platform. If in the attic the following corrections apply: Trusses will need to be designed to accommodate the FAU clearances. Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic. CIVIC Section 904.10. CONTINUED Carlsbad 15-4525 12/30/15 Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CIVIC Section 504.3. It appears that key notes 20 and 21 are switched on the floor plan A.2. The Carolina Fireplace is the outdoor model. . ELECTRICAL 30.All kitchen outlets must be GFCI protected. Show on the plans that countertop receptacle outlets comply with CEC Article 210.52(C): In kitchens a receptacle outlet shall be installed at each counter space 12 inches or wider; Receptacles shall be installed so that no point along the wall line is more than 24 inches from an outlet; Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle. (Counter top spaces separated by range tops, refrigerators, or sinks shall be considered as separate counter top spaces). Additional countertop outlets are needed for compliance. . PLUMBING Please revise plumbing notes on sheet A.8 to match the flow rates on the chart on sheet TS. For gas piping under slabs that serve kitchen island cooktops, see Policy 91-46 for special sleeve and clean-out requirements. 34.AII new residential units shall include plumbing specifically designed to allow the later installation of a system which utilizes solar energy as the primary means of heating domestic potable water. No building permit shall be issued unless the plumbing required pursuant to this section is indicated in the building plans. CONTINUED Carlsbad 15-4525 12/30/15 . RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings. CGC Section 303.1.1. Please add the following to the Cal Green notes on sheet TS. Electric Vehicle Charging. Note on the plans that electrical vehicle supply equipment (EVSE) is required in one and two family dwellings and townhomes with attached garages. Show on the plans the location of the electrical vehicle supply equipment. The EVSE must consist of minimum 1" conduit extending from the main panel to a junction box where the EVSE receptacle will be provided. The main service panel must be sized to accommodate 208/240 Volt, 40 amp dedicated branch circuit. Storm water drainage/retention during construction. Note on the plans: Projects which disturb less than one acre of soil shall manage storm water drainage during construction by one of the following: A. Retention basins. B. Where storm water is conveyed to a public drainage system, water shall be filtered by use of a barrier system, wattle or other approved method. CGC 4.106.2. Grading and paving. Note on the plans that site grading or drainage system will manage all surface water flows to keep water from entering buildings (swales, water collection, French drains, etc.). CGC 4.106.3. Exception: Additions not altering the drainage path. 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 2.0 gpm @ 80 psi, or the shower shall be designed so that only one head is on at a time. CGC 4.303.1.3.2. Note on the plans that for new residential construction where landscape irrigation water is planned a water budget shall be developed that conforms to local landscape ordinance or the California Department of Water Resources Model Water Efficient Landscape Ordinance (MWELO), which ever is more stringent. To view the MWELO: hftp://www.water.ca.gov/wateruseefficiency/docs/MWELO TbContent Law. pd For the local landscape ordinance check with City/County Planning Department. CGC 4.304.1. CONTINUED Carlsbad 15-4525 12/30/15 Recycling. Note on the plans that the contractor shall submit a Construction Waste Management Plan to the jurisdiction agency that regulates waste management, per CGC 4.408.2. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. . ENERGY CONSERVATION Please show the radiant barrier required by the energy design on the sections. Include on the Title Sheet of the plans the following statement: "Compliance with the documentation requirements of the 2013 Energy Efficiency Standards is necessary for this project. Registered, signed, and dated copies of the appropriate CF1 R, CF2R, and CF3R forms shall be made available at necessary intervals for Building Inspector review. Final completed forms will be available for the building owner." All hot water piping sized 3/4" or larger is required to be insulated as follows: 1" pipe size or less: 1" thick insulation; larger pipe sizes require I %" thick insulation. Note: In addition, the 1/2" size hot water pipe to the kitchen sink is required to be insulated. ES 150.0(j)2. Provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) Provide on the plans a complete gas pipe design for the entire building. The gas load for the water heaters shall be a minimum of 200,000 BTU/hr. 46. Residential ventilation requirements: Specify minimum 50 CFM for bathroom fans and 100 CFM for range hood. Mechanical whole house ventilation must be provided. Identify the fan providing the whole house ventilation (complete with CFM) on the floorplans. For additions 1,000 square feet or less, whole house ventilation is not required. For additions over 1,000 square feet, the whole house ventilation CFM shall be based upon the entire (existing and addition) square footage, not just the addition. All fans installed to meet all of the preceding requirements must be specified at a noise rating of a maximum I "Sone" (for the continuous use calculation) or 3 "Sane" (for the intermittent use calculation). CONTINUED Carlsbad 15-4525 12/30/15 47. Residential energy lighting requirements: ES 150.0(k) In the kitchen, at least one-half of the wattage rating of the fixtures must be high efficacy. I see this is already noted. In bathrooms, at least one fixture shall be high efficacy and all remaining fixtures shall be high efficacy or be controlled by a vacancy sensor. Lighting installed ingarages, laundry rooms, and utility rooms shall be high efficacy and be controlled by vacancy sensors. High efficacy fixtures are required for all other rooms (not described above) or low efficacy fixtures are allowed if controlled by a dimmer or a vacancy sensor. Outdoor lighting fixtures that are attached to a building are required to be high efficacy or be controlled by a combination photo-control/ motion sensor. I see this is already noted. MISCELLANEOUS 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 El 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 Tamara Fischer at EsGil Corporation. Thank you. Carlsbad 15-4525 12/30/15 4 ^ ,w 7!"P CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building COdethe following must be completed When workbeing performed requires special inspection, structural observation and construction material testing. 'roject/Permit: Project'Address: THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner-Builder 0. (II you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please (First) (Lost) Mailing Address: Phone: I am: OProperty Owner OProperty Owner's Agent of Record DArchitect of Record DEngineer of Record State of California Registration Number Expiration Date: AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature: I Date: CONTRACTOR'S•STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder / owner-builder. Contractor's Company Name:. Please check If you are Owner-Builder 0 Name: (Please print) (First) (Last) Mailing Address: Email: Phone:________ State of California Contractor's License Number: Expiration Date: I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will Drovide a final renort/ letter in comeliance with CBC Section '1 704.1.2 pnor to requesting final inspection. Signature: Date: B-45 Page 1 of 1 Rev. 08/11 Carlsbad 15-4525 12/30/15 (DO NOTPAY- THIS IS NOTAN IN VOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 15-4525 PREPARED BY: Tamara Fischer DATE: 12/30/15 BUILDING ADDRESS: 2791 James Dr. BUILDING OCCUPANCY: R3 / U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) SFD 2667 139.52 372,100 Garage 531 36.40 19,328 Coy Porches 404 12.13 4,901 Air Conditioning 2667 5.31 14,162 Fire Sprinklers 3198 3.94 12,600 TOTAL VALUE 423,091 Jurisdiction Code Icb IBY Ordinance I Bldg. Permit Fee by Ordinance W I $1 ,776.261 Plan Check Fee by Ordinance IV I $1,154.571 Type of Review: El Complete Review fl Structural Only D Other El Repetitive Fee Repeats D Hourly Hr. @ * - EsGil Fee Comments: In addition to the above fee, an additional fee of $86 is due ( I hour $86/hr.) for the CalGreen review. Sheet 1 of I macvalue.doc + f PLAN CHECK REVIEW 1sbad H TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 09-13-2016 PROJECT NAME:, JAMES DR. SFR & 2DU PROJECT ID: MS 13-02 PLAN CHECK NO: CB15-4525 SET#: 3 ADDRESS: 2791 JAMES DR. APN: 156-142-59 VALUATION: SCOPE OF WORK: CONSTRUCT NEW 2,667 SQ. FT. SFR I ><I This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction Management & Inspection Division is required: Yes No F-1 This plan check, review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: mgraham@pacificlegacyhomes.com To determine status by one of the divisions listed below, please contact 760-602-2719. LAND DEVELOPMENT 760-602-2750 Chris Sexton X • Chris Glassen • Greg Ryan 760-602-4624 760-602-2784 • 760-602-4663 Chris.Sexton@carlsbadca.gov Christopher.Glassen@carlsbadca.gov Gregory'Ryan@carIsbadca.gov Gina Ruiz • Linda Ontiveros Cindy Wong El 760-602-4675 760-602-2773 . 760-602-4662 Gina.Ruiz@icarlsbadca.gov.,Linda.ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov E • • • •• ValRay Nelson • Dominic Fieri F] . . 760-602-2741 760-602-4664 ValRay.Marshall@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: 23 JAMES DR. SFR & 2DU PLAN CHECK NO # CB15-4525 - Outstanding issues are marked with EZI •, Items that conform to permit nnjN . requirements are marked withEZI or have intentionally been left blank. 1. SITE PLAN PLEASE SLIP Provide a fully dimensioned site plan drawn to scale. Show: SHEET SIGNED EJ GRADING PLANS INTO BUILDING SETS EJ iJ North arrow EZJ Existing & proposed structures EZI Existing street improvements EZJ Property lines (show all dimensions) LJ Easements EZJ Right-of-way width & adjacent streets EJ EZJ Driveway widths Existing or proposed sewer lateral E LJ Existing or proposed water service c::i E:ZJ Submit on signed approved plans: DWG No. 47.9-313 Show on site plan: EZJ Drainage patterns and proposed site elevations. Show all high points. J Buiking pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. EZJ ADD THE FOLLOWING NOTE: 'Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". i::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. -I EZJ Sewer and water laterals should not be located within proposed driveways, per standards. Include on title: sheet:. LZJ Site address LJ Assessor's parcel number Legal description/lot number J 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. EJ EJ 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.: PARCEL #3/ PM #21183/#130002 Subdivision/Tract: Reference No(s): E.36 Page 2of6 • REV 6/01/12 JAMES DR. SFR & 2DU PLAN CHECK NO # CB15-4525 N/A SHOWN ON DWG 479-3A DISCRETIONARY APPROVAL COMPLIANCE I I Project does not comply with the following engineering conditions of approval for project no.: ivis 13-02 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 valie at or exceeding $ 24.000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. c: EJ Dedication required as follows: IMPROVEMENT REQUIREMENTS EJAII ,eeded public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $120,000.00, pursuant to.Carlsbad Municipal Code Section 18.40.040. LJ i: Public improvements required as follows: F1 EJ 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 ded on the property and processing fee, so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Future public improvements required as follows: E-36 U Page 3 of 6 REV 6/01112 JAMES DR. SFR & 2DU PLAN CHECK NO # CB15-4525 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 wrie: "NO GRADING" GR 16-20 LJ ZJ Grading Permit required. NOTE: The grading øermit must be issued and rough grading aDDroval obtained prior to issuance of a building Dermit. *FOUNDATION Graded Pad Certification required. (Note: Pad certification maybe required even if a grading ONLY*permit is not required.) All required documentation must be provided to your Engineering Cohstruction Inspector The inspector will then prqvide the engineering counter with a release for the building permit.. No;grading permit required. Mirior Grading Permit required. See additional comments for project- specific requirements. MISCELLANEOUS PERMITS LJ EJ 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. . . EJ EJ Riht-of-way permit required for: NOTE: ANY WORK BEING DONE IN THE PUBLIC'S RIGHT-OF-WAY REQUIRES R.O.W. PERMIT. E-36 Page 4 of 6 REV 6/01/12 UJ JAMES DR. SFR & 2DU PLAN CHECK NO # CB15-4525 SW 16-234 (TIER 1 FOR REFERENCE) 7. STORM WATER Construction Compliance EJ Project Threat Assessment Form complete. EJ Enclosed Project Threat Assessment Form incomplete. i: Requires Tier 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached forn and return (SW15-496 ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. 03 SWMP 16-16 Storm Water Standards Questionnaire. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. J Indicate areas of impervious surfaces (patios,walkway, etc. ) and pervious areas (landscaping). Project needs to incorporate low impact development strategies throughout in one or more of the following ways: J Rainwater harvesting (rain barrels or cistern) J Vegetated Roof Blo-retentions cell/rain garden EJ Pervious pavement/payers EJ Flow-through planter/vegetated or rock drip line El Vegetated swales or rock infiltration swales El Downspouts disconnect and discharge over landscape II Other: lu E-36 Page 5of6 REV 6/01/12 LI JAMES DR. SFR & 2DU PLAN CHECK NO # CB15-4525 Domestic (potable) Use FSV' 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 squarefeet or on a lot larger than one quarter (1/4) acre where the meter size shall be 3fl" FEES E1 EZJ Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square .footage in last two years? Ij yes D no Permit No. Permit No. • Project built after 1980 J yes EJ no Impervious surface > 50% [J yes Eno Impact unconstructed facility yes U no LJ Fire sprinklers required yes no (is addition over 150' from center line) Upgrade yes Eno EJ i:ti No fees required 10. ADDITIONAL COMMENTS Attachments: [J Engineering Storm Water Form = Right-of-Way Application/ Into. LJ Reference Documents E-36 i Page 6of6 REV 6/01/12 156-142-59-00 Fee Calculation Worksheet ENGINEE'RING DIVISION,. Prepared by: CG. Date: 9/13/16 GEO DATA: LFMZ: I B&T: Address: 2791 JAMES DR. Bldg. Permit#: C8154525 Fees Update by: Date: Fees Update by: Date: I EDU CALCULATIONS: Lust types and square footages for all uses. I Types of Use: SFD Sq.Ft./Units 2791 EDU's: I Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: SFD Sq.Ft./Units 2791 ADT's: 10 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:DYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) RINO 1. PARK-IN-LIEU FEE:IjNW QUADRANT E]NE QUADRANT DSEPUADRANT OW QUADRANT ADTS4JN ITS: f X FEE/ADT: $ PAID ON PM 13.02 2.TRAFFIC IMPACT FEE: ADT'S/LJNITS: 10 X FEE/ADT: $316 $ 3,160 BRIDGE & THOROUGHFARE FEE: El DIST. #1 [JDIST.#2 El DIST.0 (USE SANDAG)ADT'S}IUNITS I X FEE/ADT: $ N/A FACILITIES MANAGEMENT FEE ZONE: '1 ADT'S/UNITS: X FEE/SQ.FT./UNIT: =$ N/A SEWER FEE EDU's I X FEE/EDU: $881 $ 881 BENEFIT AREA: EDU's X FEE/EDU: f $ N/A 6. DRAINAGE FEES: PLDA: EJHIGH El MEDIUM F--]LOW ACRES: X FEE/AC: 4 PAID ON PM 13-02 7. POTABLE WATER FEES: • UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL I1 FSI $3,934 • $356 • $4,963 • $9,253 This may not repreènt a comprehensive list of fees due for this project. Please contact the 91luilding division at (760) 60-2719 for a complete listing of fees PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1.635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 01-13-2016 PROJECT NAME: JAMES DR. SFR & 2DU PROJECT ID4 MS 13-02 PLAN CHECK NO: CB15-4525 SET#: 1 ADDRESS: 2791 JAMES DR. APN: 156-142-59 VALUATION: SCOPE OF WORK: CONSTRUCT NEW 2,667 SQ. FT. SFR I I This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final inspection by Construction Management &lnspection Division is required: Yes No X This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please 'resubmit amended plans as required. Plan Check Comments have been sent to: AWASH@PACIFICLEGACYHOMES.COM To determine status by one of the divisions listed below, please contaét 760-602-2719. LAND DEVELOPMENT - I 760.602-2750 Chris Glassen. Fl-Greg Ryan F1 Chris Sexton 1 760-602-4624 M 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christopher.Glassen@carlsbadca.gov Giegory.Ryan@carlsbadca.gov [7] Gina Ruiz Linda Ontiveros Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov El .. ValRay Nelson 1] Dominic Fieri LJ 760-602-2741 L_J 760-602-4664 ValRay.Marshall@carlsbadca.gov , Dominic.Fieri@carlsbadca.gov Remarks: JAMES DR. SFR & 2DU PLAN CHECK NO # CB15-4525 pJrii.TU Outstanding issues are marked with EI . Items that conform to permit I IiLWiiNsrmi requirements are marked with 121 or have intentionally been left blank. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: LJ F17 North arrow IJ lJ Driveway widths £J EZJ Existing & prOposed structures J J Existing or proposed sewer lateral EJ EZJ Existing street improvements :j EJ Existing or proposed water service Ei 12J Property lines (show all dimensions) EJ EI Submit on signed approved plans: [:J Easements DWG No. £21 Right-of-way width & adjacent streets Show on site plan: LJ LZJ Drainage patterns and proposed site elevations. Show all high points. EJ LJ Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. E:1 RJADD THE FOLLOWING NOTE: 'Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". 1 £ZJ Existing & proposed slopes and topography i:. =Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an .exception. LJ £ZJ Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: EZJ Site address LZJ Assessors parcel number Z1 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. EJ 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.: PARCEL #3/ PM #21183 Subdivision/Tract: Reference No(s): E-36 Page 2 of 6 REV 6/01/12 JAMES DR. SFR & 2DU PLAN CHECK NO # CB15-4525 DISCRETIONARY APPROVAL COMPLIANCE [1 IEZJ Project does not comply with the following engineering conditions of approval for project no.: MS 13-02 f DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or N/A utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 24.000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. LJ Dedication required as follows: IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed SHOWN ON at time of building construction whenever the value of the construction exceeds DWG 479-3A $120.000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. I EJ 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, 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. [-I Future public improvements required as follows: 'I E-36 Page 3 of 6 REV 6/01112 JAMES DR. SFR & 2DU PLAN CHECK NO # CB15-4525 GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. E1=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" FX---Il= Grading Permit required. NOTE: The grading permit must be issued and rough grading SEE COMMENT Iapproval obtained prior to issuance of a building permit. EJ EJ 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. L11E1 No grading permit required. EJ IEJ Minor Grading Permit required. See additional comments for project- specific requirements. MISCELLANEOUS PERMITS EJ 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. EJ Right-of-way permit required for: NOTE: ANY WORK BEING DONE IN THE PUBLIC'S RIGHT-OF-WAY REQUIRES R.O.W. PERMIT. E-36 Page 4of6 REV 6/01/12 A JAMES DR. SFR & 2DLJ PLAN CHECK NO # CB15-4525 7. STORM WATER Construction Compliance **SEE J Project Threat Assessment Form complete. COMMENTS** J Enclosed Project Threat Assessment Form incomplete. .iJ. FOR REFERENCE LZJ Requires Tier I Storm Water Pollution Prevention Plan (E-29). Please complete attached form and return (SW15-496 ) EJ Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance FORM E-34 EJ EJ Storm Water Standards Questionnaire. ATTACHED J J Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference.- indicate areas of impervious surfaces (patios,walkway, etc. ) and pervious areas (landscaping). Project needs to incorporate low impact development strategies throughout in one or more of the following ways: EJ Rainwater harvesting (rain barrels or cistern) =Vegetated Roof LJ Bio-retentions cell/rain garden EJ Pervious pavement/payers EJ Flow-through planter/vegetated or rock drip line J Vegetated swales or rock infiltration swales El Downspouts disconnect and discharge over landscape J Other: E-36 Page 5of6 REV 6/01/12 ,JAMES DR. SFR & 2DU PLAN CHECK NO # CB1S-4525 l.J WATER METER REVIEW Domestic (potable) Use FS3/4 E3 cZJ What size meter is required? r5y-,J 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. £23 JJ 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 FEES E1 LJ Required fees have been entered in building permit. £23 23 Drainage fee applicable • Added square feet • Added square footage in last two years? EJ yes E3 no Permit No. Permit No. Project built after 1980 Jyes no Impervious surface >50% 3yes Eno Impact unconstructed facility 3 yes £3 no £3 EJ Fire sprinklers required Jyes F-1 no (is addition over 1 50' from centerline) Upgrade £3 yes [:]no £21 £23 No fees required 10. ADDITIONAL COMMENTS ***PLEASE SEE ATTACHED COMMENT LETTER' Attachments: [3 Engineering Application [J Storm Water Form [] Right-of-Way Application/Info. EjReference Documents E-36 Page 6of6 REV 6/01/12 CTV OF PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 D,eionw:pvn 5rvices Planning Division 1635 Faraday Avenue (760) 602-4610 www.car1sbadca.ov 51,519 MAY 03 2016 DATE: 3/227 PROJECT NAME: King Property PROJECT ID: CARLSBAD PLAN CHECK NO: C815-4525 SET#: ADDRESS: Lot 3 APN: ç4 This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Garcia A Final Inspection by the Phiiiing Division is required Yes 0 No 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. 4J- 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: awsh@pogyhornescO For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING . ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Chris Sexton Chr Li Greg !R 760-6024624 760-e02-27S4 760-02•4663 Chis.Sexton@carIsbadca.ov Gina Ruiz fl V&Fy P, Crcy 760-602-4675 760-30227411. 760-602-4662 C-ina.Ruiz@carlsbacIca.ov yai.'rshiibacg hiaWor@jjb1ç.g J Chris Garcia r— c-' tmi.. 760.602-4622 . -' Chis.Garcia@cartsbadca.Eov 7606022773 7603024664 Remarks: Repeat comments. See "additional comments" section below. Plan Check No. CB 15-4525 Address Lot 3 Date 3/22/16 Review #2 Planner Chris Garcia Phone (760) 602- 4622 APN: 156-142-59-00 Type of Project & Use: Single Family Home Net Project Density:3.33 DU/AC Zoning: General Plan: RLM 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: REVIEW #: 2 37 Legend: Z Item Complete J Item Incomplete - Needs yur action Environmental Review Required: YES 0 NO IJ TYPE DATE OF COMPLETION:___ Compliance with conditions of approval? If not, state conditions which require action. / Conditions of Approval: II Discretionary Action Required: YES 0 NO IZJ TYPE APPROVAL/RESO. NO. DATE___ PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. / Conditions of Approval: IZ Coastal Zone AssessmentlCompliance Project site located in Coastal Zone? YES El NO !l CA Coastal Commission Authority? YES 0 NO Jl 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): i tZ1 121 Habitat Management Plan Data Entry Completed? YES IJ NO 0 If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (NP/Os, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of J Habitat Type impacted/taken. UPDATE!) IZi 121" Inclusionary Housing Fee required: YES 0 NO LXI (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES 0 NO 0 (NP/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!) D 0 i21 Housing Tracking Form (form P-20) completed: YES 0 NO LZJ N/A 0 P-28 Page 2 of 3 i 07111 ' Site Plan: DD 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. 4 4t)ct 9fE fW WO 04 AWV74A) City Council Policy 44— Neighborhood Architectural Design Guidelines f3ci P¼J&WP Applicability: YES 0 NO 1I Project complies: YES 0 NOQ Zoning: F1 1J 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required 22 Shown 22 Required 12 Shown ?1Q Required 12 Shown ?.12 Required Q Shown 22 Required j Shown nL? M 2. Accessory structure setbacks: Front: Required Interior Side: Required Street Side: Required Rear: Required Structure separation: Required Shown Shown Shown Shown Shown Lot Coverage: Required 40% Shown Height: Required 30' pitched /24' flat Shown 20'6" Parking: Spaces Required Two car garage Shown Two car garage (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Q Shown Additional Comments Site Plan: Walls and fences are limited to 42" within the front yard setback. For this lot, the front yard setback is located along Buena Vista. The proposed 5' I'"'M I••• I' LlII QMIJIUVU Rfl LIII IUI. flhI Lfl lOt Will contain more man QUU square feet of landscaped area, please submit landscape plans to the Planning Division along with a F"I ' XTU Final Landscape Plan application. The landscape plan application can be found att6ili SIIIAL/IV http://www.carlsbadca.gov/servjces/deots/planiiing/landscape asp Please remove reference to SDU (second dwelling unit) in the proiect scope. The "Casita" iè considered a "guestM&)V5?'f house", not a "SDIJ" 4O R,14 IV '51701 LJV Sctf. ,1JP MA Ci5. Bi' Hol4D4J1& OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTERe' DATE___ P.28 Page 3 of 3 07111 I, PLANNING DIVISION 4011h> BUILDING PLAN CHECK CITY OF REVIEW CHECKLIST CARLSBAD P-28 Develooment Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carIsbadca.ov Zi c DATE: 3/22/16 PROJECT NAME: King Property PROJECT ID: MS 13-02 PLAN CHECK NO: CB 15-4525 SET#: ADDRESS: Lot 3 APN: 156-142-59-00 This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Garcia A Final Inspection by the Planning Division is required 0 Yes No 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. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: awash@pacificlegacyhomes.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Chris Sexton Chris Glassen Greg Ryan 760-6024624 760-602-2784 760-602-4663 Chris.Sexton@carisbadca.gov ChristoDher.Giassen@carIsbadca.gov Gregory.Ryan@carIsbadca.gov Gina Ruiz [] ValRay Marshall Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carlsbadca.gov VaiRay.Marshail@carisbadca.gov Cynthia.Won@carIsbadca.ov Chris Garcia LI] Linda Ontiveros [I] Dominic Fieru 760-602-4622 Chris.Garcia@carisbadca.gov 760-6022773 760-6024664 Linda.0ntiveros@carisbadca.ov Dominic.Fieri@carIsbadca.gov Remarks: Repeat comments. See "additional comments" section below. a Plan Check No. CBI5-4525 Address Lot 3 Date 3/22/16 Review #2 Planner Chris Garcia Phone (760) 602- 4622 APN: 156-142-59-00 Type of Project & Use: Single Family Home Net Project Density:3.33 DU/AC Zoning: R-1 General Plan: RLM Facilities Management Zone: 1. CFD (inlout) #_Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: REVIEW #: 1 2 3 Legend: Item Complete 0 Item Incomplete - Needs your action Environmental Review Required: YES DNOTYPE DATE OF COMPLETION: 100011111111 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES E] NO 0 TYPE APPROVAL/RESO. NO. DATE____ PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Q NO CA Coastal Commission Authority? YES El NO If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): 0 Habitat Management Plan Data Entry Completed? YES Z 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!) 0 IncIusionary Housing Fee required: YES El NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES 0 NO E] (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) .. Housing Tracking Form (form P-20) completed: YES 0 NO Z N/A 0 P-28 Page 2 of 3 07/11 Site Plan: O 0 0 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 0 1. Applicability: YES 0 NO 0 2. Project complies: YES 0 NOD Zoning: IZI 0 1. Setbacks: Front: Required 20 Shown 20 Interior Side: Required 10 Shown >10 Street Side: Required 10 Shown >10 Rear: Required 20 Shown 20 Top of slope: Required Shown Z 0 2. Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown 0 3. Lot Coverage: Required <40% Shown 28/o 0 0 4. Height: Required 30' pitched /24' flat Shown 20'6" Z 0 0 5. Parking: Spaces Required Two car garage Shown Two car garage (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Q Shown O 0 0 Additional Comments Site Plan: Walls and fences are limited to 42" within the front yard setback. For this lot, the front yard setback is located along Buena Vista. The proposed 5' fence is not permitted. Please relocate the fence outside the front yard setback or reduce the height to comply with the 42" maximum height. Please show the wall heights of all proposed retaining walls. Include bottom of wall and top of wall elevations along various points. A note to see an approved grading plan (DWG #) may be acceptable. However, no grading plan has been approved for this lot. Since the lot will contain more than 500 sguare feet of landscaped area, ølease submit landscape plans to the Planning Division along with a Final Landscape Plan application. The landscape plan application can be found at http://www.carlsbadca.gov/services/depts/planning/landscape.asp. Please remove reference to SDU (second dwelling unit) in the proiect scope. The "Casita" is considered a 'guest house", not a "SDU". • OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE P-28 Page 3 of 3 07/11 Is STRUCTURAL CALCULATIONS PROJECT;uEi4A. Mir* ô,-ti Lor 3 PL-,4n4 (A4€AC C1iOrL Fe ,,101• PL TO tJAL tPcL4 LATIO,4S >ArED IZ- Z- l ESjGN$SUMP11ONS: ETE STRENGTH AT TWENTY EIGKFDAYS. Zo:. PSI RY: GRADE "N' CONCRETE CLOCK F' M _____PS! TYPES 1,600PSI 2000 PSI RCING STEEL: A-615 GRADE 40; 04 AND LESS (U.O.N.) GRADE 60: #5 AND LARGER )RAL STEEL: A$8 DOUGLAS FIR-LARCH JOISTS. #2 BEAMS ANb r'osis #2 STUDS STUD OR BETTER FORCE: 2013 FORCE: it PA Mp SLOPING f11&i - 1r FLOORING YWOOD PLYWOOD JOISTS &CLG. INSUL. & CLG. MISC. INTERIOR 10 PSF EXTERIOR 16 PSF RECEIVED MAR 22 2016 CITY OF CARLSBAD BUILDING DIVISION REPORT BY: 6F.0 TI$.J REPORT NO.: 34 36_- SD SOIL PRESSURE: 2. 21~ 31 TOTAL FLOOR LIVE LOAD G 20.0 INTERIOR 40 PSF BALCONY 60 PSF (U.O.N.) EXrF WALJ(WAY100 PSF ase calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion the sfructu're by this office, These calculations are not vand If altered In any way, or not accompanied by a wet stamp and nature of the Engineer of. Record. I1Job No Designed By - - - J Date C tS425 f.M C i4w4 (rlo"* Bt*c VIVIA Lr 33 rrgrti - 2.1 SEE REVfW 11WnP 44 T1&$S 1.AO1 ?*rr itJitJb CAP. 6 i,.i CALr,5. LS tlb AfrftL(.. c2, ', REfS .io I/S3. Pt.ftdJ 52..o 4 5/3p. I PCAtJ '52-0 Fo,a. $i*4 4 i-)#c. cPLtC.. CALL X'17 STRUCTURAL CALCULATIONS PROJECT: DESIGN At1MPTIONS: CONCRETE STRENGTH AT TWENTY EIGHTDAYS: PSI. MASONRY: GRADE "N" CONCRETE BLOCK F' M PSI MORTAR: TYPE $ 1,800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 GRADE 40: 94 AND LESS (U.O.N.) GRADE 60: #5 AND LARGER #2 CITY OF CARLSBAD #2 STUD OR DETER RUILDING DIVISION REPORT BY: (D 1k Ij41, REPORT NO.: _'34 '38 So SOIL PRESSURE: 2o@'o PSF 2./3/24'i4 F FLOOR DEAD LOAD W. w-WaTpu 61 -SLOPING ai A#HAt.T stIip.tj. ROOFING PLYWOOD JOISTS INSUL. & CLG. MISC. FLOORING PLYWOOD JOISTS INSUL.&CLG MISC. EXT. INTERIOR 10 PSF EXTERIOR 16 PSF TOTAL ROOF LIVE LOAD SLOPING 200 FLAT TOTAL= MA FLOOR. LIVE LOAD INTERIOR 40 PSF BALCONY 60 PSF (U.O.N.) EXIT WALKWAY 100 PSF These calculations are limited only to the items included herein. selected by the citent and do not imply approval of any other PC of the structure by this office, These calculations are not valid if altered In any way, or not accompanied by a wet stamp signature of the Engineer otReoord. Job No Designed By Date 16-145 RP C5L3 STRUCTURAL STEEL: A-SB LUMBER: DOUGLAS FIR-LARCH jóisis•. BEAMS ANI3 POSTS STUDS SEISMIC FORCE-.2013 t WIND. FORCE: DESIGN LOADS 1(1• RCE1408 06-30-17 RECEIVED DEC 21 2015 YF,K-r ic Ai-ArjprL--fsl5 Ro I4M1t-44 4.A&L &P Z iRi)S% BY A.)b I. lILL. -Ag1 Z - LY J; M LI44U A E34 1&?4 22 BEAM DE.%' '4 c4 t') (,c -t2o)(c)i- ' = It 5-0 Si zt.zj frM' J- (-°)óo') • j4 Q ê r1t .3&4s- 1 xIO BEAM D1C1'4 t4) 3z% Eff:Am FAM. Ri L): = 572?I \/= ($z 1fl7-. FT tJJf :-•-* ) (IP EXAM ¶;4 UP tLi 'I 33o 06. f% t(pO ?3.?S, L 34 11 PROJECT: Buena Vista Lot #3 CLINT: JOB NO.: 15.145 DATE: 11124115 Risk Category (rable 1.54) Exposure Category (B.0 or D) C 0a6icw1rid speed (Fig. 26.5-1) V 110 mph Topographic factor (Fig. 26.0-1, pg 262) Ice, 1 Building height to save ho 9 ft Building height to ndg0 hr 18 ft Roof Pitch 6 /12 Least Horizontal Dimension B 52 It ANALYSIS Jocyrsaure 0.00256 Kjt a 1843 pet where: q = velodty pressure at mean root height, h (Eq. 2851, page 288) K,. = velcofty pressure *Vmure coefficient evssiated at height h, (rab. 26.3.1. pg 296) 0.70 wind donatW factor. (Tab. 26.6-1, for building, page 260) 0.85 h = mean roof height 12.50 OK Design or ures for MWFRS p = qft ((G C,,1 )-(G C51)] Where'. p pressure in appopnsia zone. 0 C = ptaduc2 of gust efl'estfacW and extenwl pressure coefficient, see table below. (Fig. 2&4-1. page 301) 0 = proouct of gust effect factor and üitemei pressure coement(rable 20.11-1. Unclosed 8ui1d1n9, page 258) 0.18 or .0.18 wktthotedge strips, Fig 28.4-1, note 9.page3ot. M 5.00 ft Note: negative pressures areaway earn sunace face Pressures Int1. Basic Load Cases ft Suiface Roofans9 22.62 QCpf Net Pisssure4th (+GC1,1) (-GC51) - Max Design 1 2 3 4 1E 2E 3E L4E 0.56 7.00 1364 13.64 13.64 0.21 0.55 7.19 1 7.19 2.76 -0.43 -11.24 -4.61 1 -11.24 -4.32 _-0.37 -10.14 -3.50 -10.14 10.14 0.69 940 16.03 16.03 16.03 027 T86 8.29 1.29 3'9 -0.53 -13.09 .6.45 -13.09 .6.03 -0.43 -12.16 -5.53 -12.18 0.40 4.05 -12.16 10.69 1069 10.69 -0.29 -8.66 gnHoiiz. Component ThMIS VERSE I.IUDINAL [7.o- •: ,g 4 AN I 'D oWsmic PAffAM9T9R5 . DE8I4 CQE SEISMIC USE GQUF;JL EMJC PEGN CATEQR1dL 11ECL4;. 03 R5 EQUIVALENT LATERAL FORCE POEDURE _(cE1-A)2.S2 .. ..-. ....- T Ct h = (lADLE 12.3-2) C&MAX Sol (R4) IF I <— TL : (MAP 22-16A5CE 1-øB) Sm TL IF T TL - T(R/1) 1. . IT. (/y .- v . o.,(hAJ . 0.2 () ETJN& MOMENT FACTOR ; Ø.D - 0.2 (8) D 2f_ 08 DctL &t L 14C 76 7-33 13I' 1 iiL1. /iio) 1JJ1'? ZOO 2- 1: 157 NO 3 24cy F; zt, (fty1Ic:k) 134 1 6E' 1T1 MOT -3 z () 3zt 90 i C.to7J47 471&2 W7 19&-s Fs -L 1670 c-DX TT( (4OT - • ot le wo' 1070 L4 5 PLLTI1 7as I I /0 ,01 'cr7j4, li'6 ct~)cL)'z 47L+77- ')'2 (0 IA - s = 0444 Wft 7 i w Lz.. <.. r3 ._si1 c-)c-vt 9 4*oz= f1lor %o39(4ro Mi.- t 12dM '7 &u: k Lvep -f-1 1-157 rr.2O7-ye3I go r4c,-r 7d ' rA .. ((bi3 ' 5;p lao,14, 15 F5 - c4%s- VZ3 314 18 cox &Q. (p(,(_ rA01- -- F.. 77' Wcb c p j2S1 4/4 ze+4- - ri S-6). s ZZ'm jb F i..r do f Atc: P f1,= ic(io) VS 19Y.0104 - 4 tAor (1° V F+D 4qg4,5 :1 i4i-r5 I ç,t 78o wc,bx. Mor vs95-00) IL L6 3)1 Cl 3,. C7 q'p4 0543~ AL 260 >0 Z'33 _;_ lf 14Q/g t 7- -71 411 Mor t48(ej) 13.747? vcr. - o It4D - zo >2)1 4 Approved DApprovefJas Corrected 0 Rejected 0 RNMs aid Reeubo C Submit Specified Item This review is cn *irgaeml cun*wwce wfth the gncpt d me *aid generar camilrnice with the hn8tison In the Ca*act Dowmeoti Corracitone cr ccmmem made on the *s*gs wh this Follow do not relieve conactor from ccrnpitwico with the reqrenento of the plum and upec€reitons. Review ci. ape* lam ftl not Mid& mi4ew clan assemWycl stm ft hm 19 a com"nWA 001*mc1or; responsible for dimenetons is be confrmoi aid coiielated d the joixk k*nnalion Mg Pt9itl1ECletoiI1efboeeeses istheraeai,,methoa IMijoncal aid procedures of conetucthn ortofaVtrades andfrrpeiMrrral work is i sate and eitsqnmimui i.i/ibf/_4° Dot ___ hF Ii Iii v i RECEIVED MAR 22 2016 CITY OF CARLSBAD BUILDING DIVISION $2/17115 IlRto ,ePWI pgiwa.nw WA AU IAI&IR1I!E TOGIcCIIIiICTIA.AULc,dJ I!PCFIUCUflD1U IAADUcIECF All. A Aw AlJdasaipipeIAI ijnll,& Trui,... itaia n VllIfflDhIfl3tlld Ahll Imb&TnAa1 I C-e4'5a5 i4 J44::::: 4J11 kIIIJ:T :.f RECEIVED MAY 032016 CITY OF CARLSBAD BUILDING DIVISION No - - & A '44 - tiiiIitPjliLtiflit re PAR III I r ID tqt I1 it qrn qa.ij p a @Copy,tghtCompuY,uslnc.2006 ISSUE DATE ASOVE PLAN PROvIOEO FOR TRUSS 04125116 PRGJEOT 777LE REVISION-I: Buena Vista Lot 3 .1. RESPONSISLE FOR .411. NON-TRUSS OR.AWN 8V PEVISI0N-2: TO TRUSS CONNEen, LENG I I A CHECKED BY: iIIAUl% ' OELIVSAYLOC477ON: SCALE REVISION-3: OMNS PRIOR TO COWn'tuCTON. NTS All designs are propclty of Aloha Lumber & Tntes Inc. All designs ate null and void if not fabricated by Aloha Lumber & Tniss, Inc.. 0 c1e 5452)3 iI MiTek 0 MiTek USA, Inc. 250 I(lug Circle Corona, CA 92880 951-245-9525 Re: Buena Vista Lot 3 ROOF DESIGN INFO The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Aloha Lumber & Truss, Inc.. Pages or sheets covered by this seal: K1926311 thru K1926347 My license renewal date for the state of California is June 30, 2016. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. C 60,384 EXP. 06/30116 April 25,2016 Baxter, David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSIITPI 1. April 25,2016 This design prepared from computer input by - Aloha Lumber & Truss, Inc. LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" ICOND, 2: 1500.00 LBS SEISMIC LOAD. I IC: 2x4 OF (#2 LOAD DURATION INCREASE 1.25 BC: 2x4 OF 52 SPACED 24.0" D.C. Wind: 110 mph, h15ft, TCDL8.4,BCDL4.2, ASCE 7-10, WEBS: 2x4 OF #2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LOADING lead duration factor.'1.6, TC LATERAL SUPPORT <- 12"OC. liON. LL( 20.0)+DL( 14.0) ON TOP CHORD 34.0 PS)' Truss designed for wind loads BC LATERAL SUPPORT < 12"OC. DON. DL ON BOTTOM CHORD - 7.0 PSF in the plane of the truss only. TOTAL LOAD - 41.0 PSF Note:Trusa design requires continuous LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL . b Staple or equal at non-structural REQUIREMENTS OF CBC 2013 NOT BEING MET. . bearing wall for entire span U.N. vertical members (Uon). law CS!, pc.Ogg R'.n.n7 wabro.12 I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Truss designed for 4012 outlookers. 2x4 let-ins Of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. 6-06 6-06 REFER TO COMPUTRUS STANDARD 6-06 6-02-12 GABLE END DETAIL FOR DETAILS '1 1 1 NOT SHOWN. 12 12 6.00 P, M-4x6 ' 6.00 M-2.5x4 M-2.5x4 4-04-01 4-03-14 5-11-10 1-06 <PL: 10-00-00 13-00 1-06 JOB NAME: Buena Vista Lot 3 - AG WARNINGS: Builder and ereclion oantraclsr .badd be advised 01 a) Ge,sml Notes and VthngnBs before cenetradle,00rscenoe,. 5,0 osryrendse web bmobrg float bsbrstsfled asewre shown a. Mdillnrwlle,eparery brealag Is [awe stability during Construction laths ra.psrwlb&ty alAs cads,. Add6anal personate bracing at theavows etnictare lathe raspanebaly 0111,0 bdldtrg designs,. No load .Isrld be applied Is any Mattawan!e 01 thi after leasing and lesions,. are —pie. end at is W,,nehnald any loads 9,astnr than design loads be sped Is any cornpazent. R Conrpuina has no 80,11,01 000i and rename, no reopse,1b51y for the lobdcallnn.handling. eldpnrenl and b,siobatiar, nfosmpaneehs. t ltdsdeagnl.larnlehod mlbjedtrs 11,. lmltaUnns eel Ialh by TPI11NTCAh, SCSI, osples 51r44d,sU be tarnished gas request, MITeS USA. lnciCompuTnis Software 7.6.6(IL).E OENERAI. NOTES, ardese othoiwlse noted: I. This deel,. Is based only g00 the parameters shown and Is for entndhidaal bdoirg eampanenl. Appeoafotly of design parameters and proper lnearporstlsnstComponent lathe rasperrethlldyallha bdhihq designer. 2. DenlRn seelanes the lap and basso chords to be laleosly braced at 70.t end a: iff CA respeolinely unless braced Ilneaylwal utah length by an511naa1a5hsa11d,g such an plpelad eheathlns(TC)andthrdrpaeil(BC). 2. 2llnp010 b,tdlrg or lateral b,sdleg required where shown ,, 4. lnitelatbrn of loSs Is the responsibility 01 the relpentlnenontmclor. S. Dade,, a,sa,05s lnaees are labs used b.enovconeelneenvlre,anenz and ore far 'dry aandlllarfaluse. IL Design aesawesM bearIng Olaf sapped, Oboes,. Shim arwedge 11 ananway. 7. Design eana,nns adequate drainage lnlesvldnd. a Plate, nlraf be located at, bath faces afloat and placed as their eenier bras 001,014. n.11h)slsl eerden brat S Digits Indicate she 01 plate In Indral. 10. For basic Connector plate design nalaesoea ESR.l311. ESR.1555 IloTek) Truss: AG DATE: 4/25/2016 SEQ.: K1926311. TRANS ID: LINK 12 6.00 This design prepared from computer input by Aloha Truss TRUSS SPAN 13- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 .LOAD DURATION INCREASE - 1.25 1_2ro( 01 47 2-6e(0) 467 6-3-(0) 254 SPACED 24.0" O.C. 2-3-(-631) 0 6-4-(0) 467 3-4(-631) 0 LOADING 4-5-11 0) 47 LI.) 20.0)+DL( 14.0) ON TOP CHORD - 34.0 PSF DL ON BOTTOM CHORD 7.0 PSF TOTAL LOAD 41.0 PSF BEARING MAX VERT MAX HORS BEG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" 0/ 639V -39/ 39H 5.50" 1.02 OF ( 625) REQUIREMENTS OF CBC 2013 NOT BEING MET. 131 - 0.0" 0/ 639V 0/ ON 5.50" 1.02 OF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL -0.006" 9 -11- 6.8" Allowed 0.109" MAX TL CREEP DEFL - -0.012" 9 -1'- 6.8" Allowed - 0.163" MAX TL CREEP DEFL -0.024" 9 61- 6.0" Allowed - 0.604" MAX LL DEFL -0.006" 8 141- 6.8" Allowed - 0.109" MAX TL CREEP DEFL - -0.012' 9 141- 6.8" Allowed - 0.163" MAX TC PANEL LI. DEFI. - -0.017" 9 3' 5.8" Allowed - 0.4331- MAX HORIZ. LI. DEFL - 0.004" 6 121- 6.5" MAX HORIZ. 'FL DEFL - 0.008" 8 121- 6.5" 6-06 6-06 Wind: 110 mph, h-lsft, TCOL-8.4,BCDL-4.2, ASCE 7-10, .' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor-1.6, I IM-4X 4 Truss designed for wind loads 6.00 in the plane of the truss only. 4.0" LUMBER SPECIFICATIONS PC: 2x4 OF 92 BC: 2x4 OF 02 WEBS: 2x4 OF #2 PC LATERAL SUPPORT < 12110C. LION. BC LATERAL SUPPORT (- 12"OC. UON. OVERHANGS: 19.6' 19.6" C'l 0 4aX CSI: TC:0.70 BC:0.36 Web,0.04 6-06 6-06 1-06 <PL: 10-00-00 13-00 1-06 JOB NAME: Buena Vista Lot 3 - A WARNINGS: I. 8,401cr o, 0,0010, dbd,food of nit Ge,,esl Note, Truss:, A and Warnings OIOe, oorotnothnooen,enoeo. ZN nmprwa owebbr00org mat be i,mto11w v.4,oro drown a. 11441110001 temporary beth5 to browe swingy during etnatlnrr 10160 ,enporrolbAty ollhe enter. Addtlon01 peernarO b,00brg of DATE: 4/25/2016 eworeallntnaleetettro,e,xebfttyelttwbdb5de*rer. SE K1926312 4.044beemptied 0n0,lwlbftealbmth5and to. ore etc oomytoto and 011,0 Use olw,dd ony toed. 500otoOlhn,t TRANS ID: LINK design too& be applIed to any component. S. CampeTneta. no social over and eo,w,e,'foytortlre fobdnttort bendilog. otdp.rred eatable. mpe,e01 6. ltd. deoten to bantotrod .abjentto the h,rltabe,o lot 14116 b - TPIMrICA In SCSI. ooyloo of et,lotr alt ber,rrsed upon request. Muck USA, IncJCompuT.us Software 7.6.7-1032(I1.).E Scale: 0.4162 GENERAL NOTES. otdoesothewlno noted-. I. 114. dertgn to booed edy Iftan the pororootere ot,ewr end I. for on IndMdrr01 b,dtdà,gooeryewnt. dyploahiittyof dooign petenretero 0,04 proper Incorporation of compewni loft .enporalblbtyclaw b,4tdhrp 4e015ner. 3. Dealgnoonran,n the top and baler otrords to be toterolybooned of 7o. oral e1l0a.c renpndlooty what Issued throoghord their Ior,p by erdbroole 0n14n9 such as pip.,.d nleadthrg(TC)oraltordtywot(DC). 2. 2t11'epad brbltro or toterot bracing eitoked Were .Iroorr t tnlloltaitor.ol buts; in the renporaltolty 0111,0 re8pOotho leftector. E, DSgn aflame. 1000100 ate to be ICed in a r,nr,errroniVeerrvtrornireflt. and Coo for dry oorrdtllorf sine. a oodgnassume fat bossing al 06 nypet, ohewL ShIn, or wedge If 0010000,Y. 7. Oedgnoereno.adeqrato drobepefoprovided. a Remnants be laoolod on both fo,e,oitmos and pt000d oo their career linen ooI de .416 joint 00Cm tone. a DiSh. Indicate she c4 plate 1,16,01w. 13. FwbadsoororodorpIatedo&nvoioeo.ee ESR.1211. ESR.leballatleb) April 25,2016 TRUSS SPAN 13'- 0.0" LOAD DURATION INCREASE 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD 34.0 PSF DL ON BOTTOM CHORD 7.0 9SF TOTAL LOAD 41.0 9SF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 109SF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-06 6-06 12 6.00 L' IIM-4x4 This design prepared from computer input by Aloha Truss C8C2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq-l.00 1-2(-724) 252 1-5-(-598) 999 5-2-(0) 254 2-3-(-724) 251 5-3-(-598) 995 3-4-( 0) 47 BEARING MAX VERT MAX HORZ BEG REQUIRED RAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" -26/ 532V -1500/ 1500H 5.50 0.95 OF C 625) 13'- 0.0" -26/ 652V -1500/ 1500H 5.50 1.04 OF C 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX TL CREEP DEFL - -0.024' 9 61- 6.0" Allowed - 0.604' MAX LL DEFL -0.006" 9 141- 6.8' Allowed - 0.109' MAX TL CREEP DEFL - -0.012" 9 141- 6.8" Allowed - 0.163" MAX TC PANEL LL DEFL 0.027" 9 31- 5.7" Allowed 0.433" MAX NOBlE. LL DEFL 0.013" 9 0'- 5.5" MAX HORIZ. TL DEFL -0.017" 8 0'- 5.5" 'f ICOND. 2: 1500.00 LBS SEISMIC LOAD. I 12 Wind: 110 mph, h-15ft, TCDL-8.4,13CDL-4.2, ASCE 7-10, 6.00 (All Heights), Enclosed, Cet.2, EXP.B, MWPRS(Dir), load duration factor-1.6, T-- "e4 n"d for wind loads of the truss only. 4ax CSI: TC:0.72 SC:0.36 Web-0.04 I LUMBER SPECIFICATIONS IC: 2x4 OF 92 BC: 2x4 OF (#2 WEBS: 2x4 OF 02 TC LATERAL SUPPORT < 12CC. UON. BC LATERAL SUPPORT < 12"OC. VON. OVERHANGS: 0.0" 19.6" .1 j. 6-06 6-06 <PL:lO-OO-OO 13-00 106 JOB NAME: Buena Vista Lot 3 - Al WARNINGS: Truss: Al I. sdlde, and e,ed eeeeNeota.t,eelo be embed Ni all Games! Note. and Warnings babe, emelnotbe,eemmenceL 2. mlneeelen web bnedn5 sees be Iseleted wine,, alnewn.. I Additional temporary testing tobtwee etebilily during eenelnetbe, lathe m.ponelshly of the emote,. nddblenel Peme,wnl bracing of DATE: 4/25/2016 the evenetetmawe letter ,e.0ene55!yelthebdldl,gdesigner. SEQ.: K1926313 Nebedet1ddbeepPfledlo.n7C@mpenellNNllanO,eIblelr8md fee!enemeneaemplele and II were slwodd any leads greater linen TRANS ID: LINK design Wads be applied to my cosportord. CempeTsalne. no eeeinel eve, and e..umee no ,eependblhly Ion the feb,Iealbe Imndlr8, etdpmerd end 1,tetaftetlen of components. 174. de.n I. lonlehed eeb(eetlse,o limllatleeo eel beth by TPIAVTCAIn BCSI. copies elnddthwlfl be ttndehed open, request. Mflek USA. leciCempulei. Software 7.6.7-SP2(IL).E Scale: 0.4696 GENERAL NOTES, otloew eS,e,nthe ,wlnd I. This design I. band ely open the parameters .lnev,n and I. ten an IndMdoet b component. dppEeabllltyefdesign po,en,nlem and pnepe, lmmpe,ellon of component Is the neopetolbihly of the ballIng design.,. 1 Design eseantee the lap and beSee deed. to be IetemIy be004d at W &c. and 01 IV 0.c. reopeelloaty ,,ndene braced thneestwot that, length by centhn.elasheetldng mane. plyweed elnnslPlng(TC)endise dtyweRBC). 1 Scleped bnldglnger lateral b,eelng ,eqelned where eltewn 0 * lnateUallenel truss isthamspensibillyelthe ,enpeelloeeent,eeter. Design eeeemne masers ene lobe ,aed he neece,noehe enolnenwelt, and one for 'dndoteeoleoe. S. Design oow,me. ES beodng NI .5 eeppelt. elneen. Shim erwedge C neeeeoo,y. 7. Dn.loneewenosadequate dnsieoge I, pmvbied. & Retracting be located on both feces eltnae, and placed so their cent., bnencoindde eithjelnt cent., Inn,. N. Dit. Indleate size elpiate In bnthe.. 10, For book connector Aft design whore see ESR.1311, ESR-INSS (MiTch) April 25,2016 This design prepared from computer input by Aloha Truss TRUSS SPAN 12- 6.5" LOAD DURATION INCREASE 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD 34.0 PSF DL ON BOTTOM CHORD 7.0 PSF TOTAL LOAD 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-00-08 6-06 12 6.00 • IIM-4x4 4.0° CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 1-2(-600) 0 1-5(0) 434 5-2°(0) 244 2-3(-593) 0 5-3°(0) 434 3-4°( 0) 47 BEARING MAX VERT MAX MORE BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01 - 0.0" 0/ 513V -38/ 31K 5.50" 0.82 OF ( 625) 12'- 6.5" 0/ 633V 0/ ON 5.50" 1.01 DF C 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX TL CREEP DEFL -0.021" 8 61- 0.5" Allowed 0.581" MAX LL DEFL -0.006" @ 141- 1.3" Allowed - 0.109" MAX TL CREEP DEFL -0.012" 9 141- 1.3" Allowed 0.163" MAX TC PANEL IL DEFL 0.027" CC 3'- 3.0" Allowed 0.389" MAX HORIZ. LL DEFL 0.003' CC 121- 1.0° MAX HORIS. 'FL DEFL 0.007" 0 121- 1.0" Wind: 110 mph, h-15ft, rCOL-8.4,BCDL-4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factorm1.6, 1' Truss designed for wind loads 12 in the plane of the truss only. 6.00 LUMBER SPECIFICATIONS TC: 2x4 DF 92 BC: 2x4 DF 02 WEBS: 2x4 DF 01&btr; 254 DF 112 A TC LATERAL SUPPORT < 12"OC. UON. BC LATERAL SUPPORT < 12110C. DON. OVERHANGS: 0.0" 19.6" For hanger specs. - See approved plans 0 M- 4) 1'? 0 10-00-00 12-06-08 1-06 JOB NAME: Buena Vista Lot 3 - A2 WARNINGS: A2 I. 8dtds, m.d ewdios masoste, st-add be edsfeed dolt Gerterat Note, Truss: and Wemtg, before omwoaeonoomee.sen 2. 50 compressIon web b,oclng ,m,00 be hraullod whore "am +. 3.Addigdt..p-,ybmfttb-ddiftyddg.rshMkm loft rooparwlbitey of Ba e,octo,. Addrtisret pemw.wW bmotng of DATE: 4/25/2016 BasIs otottrwroapoesthstyofleb6dadeeigrer. SE K1926314 4. Nobadeddbeopptlodb any mmorsmertdsftorelbadf9m.d erm.so,eoompletem.d elm On., stwdd 5n7 toed, Breotor iran TRANS ID: LINK ded5ntosd,be spotted to any oompoeeot S. CoepaTna has 010nereteioswmes wreopomibWdy far the Uab.toefen. hoedllr, ol'ipn,er,t and insted1ailansfmmpwwAd. 6. iWo deoe to betoh doob(ositotl,stbeibasrasel forth by TPtAWCAinBC8l.copies of wt,Id, oft be Ieeishod upon require. Muck USA. IecJCompuTtus Software 7.6.7-S122(IL).E scale: 0.4511 GENERAL NOTES, U,dessollre,sfeo noted: This design I, based ordy upon the pammelets shorter and to foe ontndhodeol bdtdincaerpwret.t dyprteebsly of ded0e paro.nelmn and mope, broortw,040n010e,ponerflisthereopoeolbStyoftt.e bodtdhe de,Iner. 000ie00000treatlre tsp end bottom dwrd, to be laterelty based 0' 2'o.o. m.d at Wwo. rospeatirtoly solos, braced Adotgtrout their Imrfttt, by ooNhraoes sheathing such aoptycsod eheatldnytTC)andfordty'osIt(BC). 2. 3tln.pscl bridging mteteral brachig ,ouhed wOrms olmW, * 4. irrotattatler of ttsuo Is Ore respmtsuirttty of the .eopodhw cet,t,odor. to bound Ina ,mt,merodvoetrattotww,tt. end mere 'thy coeddorf of tao. a Doofpaeewseeski bead,g 01 etopporrs eboom 8Mm mm.dgett neseseoty. DesIgn oonaeesodpeente dofnogoloprorttded. a Rates shaft be meted o,, bath teens of tn,00. and ytosod oothelroonte, fore, code with joIst seater breA 9. Digitotr'tisalaekootpbtolebrdtew OR For hada ooerOdor plate design raIse, we ESR-I311, EBR.1923(Wtob) April 25,2016 This design prepared from computer input by Aloha Truss CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq-1 .00 1-2-(-957) 510 1-4-(-1153) 1525 4-2-(0) 244 2-3(-992) 553 4-3=(-1153) 1525 BEARING MAX VERT MAX MORE BRG REQUIRED RAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.XN. (SPECIES) 01- 0.0" -170/ 591V -2500/ 25005 5.50" 0.95 OF ( 625) 12- 6.5" -170/ 591V -2500/ 25005 5.50" 0.95 .DF ( 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX TL DEFL -0.029" 9 61- 0.5" Allowed - 0.581" MAX TC PANEL LL DEFL - 0.027" I) 91- 0.8" Allowed 0.43311 MAX HORIZ. LL DEFL 0.021" 9 121- 1.0" MAX HORIZ. TL DEFL - 0.025" 9 121- 1.0" LUMBER SPECIFICATIONS TRUSS SPAN 12- 6.5' TC: 2x4 OF 02 LOAD DURATION INCREASE 1.25 BC: 2x4 OF 02 SPACED 24.0" O.C. WEBS: 2x4 OF #labtr; 2x4 OF #2 A LOADING LL( 20.0)+OL( 14.0) ON TOP CHORD 34.0 PSF TC LATERAL SUPPORT ( 12°OC. UON. DL ON BOTTOM CHORD - 7.0 PSF BC LATERAL SUPPORT ( 120C. UON. TOTAL LOAD 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL JT 3: Heel to plate corner - 5.25" REQUIREMENTS OF CRC 2013 NOT BEING MET. " For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-00-08 6-06 1 1 .ç IcOND. 2: 2500.00 LBS SEISMIC LOAD. I 12 12 Wind: 110 mph, h-15ft, TCDL-8.4,BCDL=4.2, ASCE 7-10, 6.00 ' )IM-4x4 '6.0o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 4.0" Truss designed for wind loads ne of the truss only. IMex CSI: TC:0.71 BC:0.34 Web:0.04 I 0 M-4: .1 6-00-08 6-06 <PL: 10-00-00 12-06-08 JOB NAME: Buena Vista Lot 3 - A3 WARNINGS: Truss: A3 Botld reer end o ncellaeot.,.teald be edateed atoll General Notes Sat oo,np,eeelonwob bneol,ç mall be InelaU.d she,. liNeal.. 3, Mdillonaltampon" b,ednto bueweetabllayd,alr6combustion lo Se ,eepenhlbftty of the crecov.Mdleealpe,menerli bracIng of DATE: 4/25/2016 the onereaenatweie the reeporoIsllityotthebdldh'mde4no,. SE K1926315 4. No Ind shouldbestrolled to any corrective tend after all loading and falte,,emere complete end NI no Itme should my loads oreate, Sell TRANS ID: LINK design loads bOepplledle any oemponettt. 5, CenpoTna Pm. ,c cetirol era, end ecoomee no ,e,ponelblttiy fortlm fab,IcaIlom handl,g. etdpmeeteedbietefelloeelomnponenle. N Thed.elgnte6indahed eab(eol to the limulatlene eel iotA by TPI?NTCAIn SCSI. copies of mind, will befimilohod raquasL MIFek USA, IncJCompuTnio Software 7.6.7.SP2(IL).E Scale: 0.5076 GENERAL NOTES, ,adoeeothonele. noted: I. This dneln I. based atOp upan the palemotere ehewn and Is far on IndMdaeI ktSdb,g competent. A4lplloabihty of design polemelam and proper Inoo,perallanotcompeoenl Is the responsibility of Do bdtdbg dalton.,. 2. Dedgn assumes the lap and batten deeds to be Intently loosed 01 70 end NI 10 0.0. ,eep.deefy erden. b,oced Ilnoighool Cork lnngihby centtn,aoe cheatiNg such en plywood etmallerg(TC)a,NIhed,peolftBc). 3, 2,ImpaoI WhIgIng or lateral bmobg reqaked otm,e deem,, 4. lnntellafloeolf,ueslethe reepomnlbltly ci the ro.poclle000nt,00tol. 5, Deet5nouameeInmeea,o to be ,aed lee nonatomeehe en*o,nne,d, and ore for 'd,yemltitlmfefuse. Design aeemeefull beo,hg ci all ettypele otewe. Stdn,e,ee4ge6 eeaeeealy. De&n assumes adequate dmb,a5oie preMed. Plates shall be located en beth to=of ln,00, and placed eothebcenter files 0011cM. mIll, lobe 00,0., lInen. llyls Indlooto Ice of plate In Inch... IM For basic connector plate design values see ESR.I3II. ESR.I888 (beTeb) April 25,2016 April 25,2016 This design prepared from computer input by Aloha Lumber & Truss, Inc. kOND. 2: 1500.00 LBS SEISMIC LOAD. I Wind: 110 mph, h15ft, TCDL6.4,BCDL4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor1.6, Truss designed for wind loads in the plane of the truss only. tote:Truss design requires continuous bearing wall for entire span UON. ICC,, COT: TetO.66 RCrO.07 Wab,0.14 I Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 OF #2 WEBS: 2x4 OF #2 TC LATERAL SUPPORT ( 12"OC. DOW. BC LATERAL SUPPORT < 12"OC. DOW. Staple or equal, at eon-structural vertical members (uon). TRUSS SPAN 14'- 4.0° LOAD DURATION INCREASE 1.25 SPACED 24.0' O.C. LOADING LI.) 20.0)+DL( 14.0) ON TOP CHORD - 34.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD - 41.0 ('SF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CRC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-02 7-02 1 7-02 - - 6-10-12 REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR DETAILS 6.00 12 M-4x6 12 6.00 NOT SHOWN. A A" (4-2.5x4 M-2.5x4 - 4-11-08 4-05 6-07-01 3. 3. 1-06 <PL: 10-00-00 14-04 1-06 JOB NAME: Buena Vista Lot 3 — BG WARNINGS: I. NotiCe, etC creates enGodor elsaW be Odolsed oloh Oenn,ol Notes oM!byr,Isbeto,nco,st,stbecamme,ces, 12.4 cantprand.webbaoofrgneed be Impaledwhere shese * 3 Mdiboalte,npms,y bmol,g to baste otobtey .hd.,0 conoloathn lathe ,ecporsibtity of lIe creator. Addtio,al permanent bracing of the oveoB otnatme lathe ,00penoBhty ellIs b,ddbg deslpm,. 4. No lasS 01,0.51 be applied to yesneeetttmdf offer 05 bmdr and lantonesereoeepinto am! sl no tn,o 01,odd sItS lnOdO eteOto, than doobeloadobe applied ter any eseponenl, S. Cotnyalna he. no oo,d,dens and a,omnos no responsibility for the fsbttasllae. haodlit, ofdpeatt and holafalino of oanpsnntte. G. iWo design to tem!nl,od o.5(oat In 11,0 bnitato,ts not 00,11, by 1FF CAInBCRI.00ptoaolnhlobmB be Rankled upon requital. MiTch USA, IecJCompuTius Software 7.6.6(IL).E Scale: 0.4416 GENERAL NOTES, union othme.feo noted: iWo dedgn Is based ooly taw the po,omntnlo thoren and 1000, an iadbadt.al ba,1d'o,oemps,n,f. dcpltoatmlyoldnotgn poremnlnto and propn lnnorpeo4nnoloa,npoen,tllolhore.po,ste11lyoftho bdtdhte dnolgnnr. Dodge onnotne. the COP and batten deeds to be laterally barrel a1 2 o nodal 15 0,0. reopeotiantyatdnno braved dsosgfretf thelrloogth by no,dba005 Ihnalldng such anptyeood oheotldflg(TC)andAr d,yoot(BC). a te Ireland bdlopm brand Neob,0 required e4,menlswa,* 4. Inat011BOo 01510, lathe neelnondbthly of the rnopeotive 000ltsdo,. 5, cmlgnosmaneobao505 ores boasod hr n nowao,roelaeno*mone,tl, nod ate for'dnycondalnn'otaon. S. Dodan anoanno hA bearing at all ,appmto dmse Ohio, orwedgoif nnaesnmy. 7. Deeignsoteonoo ndetpo,to drobrage Is provided. B. Platoodrall bofsoated on both fooaootmare. and pbood na their came lee000lnrddnallhjoim asSet Ilano, S. Digits inelloole rato of plane iniadnno, f5, per baolaoo,o,oalo, plate dnalgn,aataoeoon ESR.1311. ESR.IBSS(MITnt,) Truss: EG DATE: 4/25/2016 SEQ. : K1926316 TRANS ID: LINK April 25,2016 LUMBER SPECIFICATIONS TC: 2x4 OF 02 BC: 2x4 OF 02 WEBS: 204 OF 02 TC LATERAL SUPPORT < 12"OC. DOW. BC LATERAL SUPPORT < 12110C. 00W. OVERHANGS: 19.6' 0.0" TRUSS SPAN 14'- 4.0" LOAD DURATION INCREASE 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD 34.0 PSF DL ON BOTTOM CHORD - 7.0 PSP TOTAL LOAD - 41.0 P59' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. This design prepared from computer input by Aloha Truss C6C2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq-1 .00 1-2-( 0) 47 2-5=(-580) 1029 5-3-(0) 282 2-3-(-763) 235 5-4-(-580) 1029 3-4=(-763) 236 BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IH. (SPECIES) 01- 0.0" -9/ 705V -1500/ 1500H 5.50" 1.13 Dl' ( 625) 14- 4.0" -9/ 567V -1500/ 1500H 5.50" 0.94 OF ( 625) VERTICAL DEFLECTION LIMITS: LLL/360, TL-L/240 MAX LL DEFL - -0.006" 8 -1- 6.8" Allowed - 0.109" MAX TL CREEP DEFL - -0.012" 9 -1'- 6.8" Allowed - 0.1631- MAX TC PANEL LL DEFL - 0.042" 8 101- 6.3" Allowed - 0.483" MAX TC PANEL TL DEFL -0.150" 9 10- 6.2" Allowed - 0.724" MAX HORIZ. LL DEFL - 0.014" 9 131- 10.5" MAX MORIZ. TL DEFL 0.020" 9 131- 10.5" 7-02 7-02 12 12 6.00 IIM-4x4 "ZQ 6.00 - 4.0" Wind: 110 mph, h-15ft, TCDL-8.4,SCDL=4.2, RACE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind leads in the plane of the truss only. Max CSI: TC:0.96 BC:0.44 Web:0.05 I I 7-02 7-02 1-06 <PL:10-00-00 14-04 JOB NAME: Buena Vista Lot 3 - B Scale: 0.3752 WARNINGS: I. Bdldeed aemotia,cesheote, .1mM be edofeed of 05 Gene,el NoNe Truss: B and Wbrrdnp before 54mmp,eeelenwebb,ethgnenIbe hetofed wfle,oelloe,,,. Aditboaltenpeeoy Waft teeeabiydmbcenotnaIJen to the ,eepeodbltty of the emoton.Addotonnt pnmmte,dbnoohge1 DATE: 4/25/2016 the events sweb the renpeofbyef the bldhdo.lgnn,. SE K1926317 NsbadMmddbeeppEedte any npsiemorddefie,00bmdrçand fastmtea.,eoomptote and @1 notineeleuW any leads orewe, titan TRANS ID: LINK dnnlgn Inds beeppfledlaenyeonpette,d. 4. CeinpaTna ha, ..a" -.M oseanee no reepeedhlldy tenths feb,loofen.handlt,ç. etdpmetl end Inetalatlel olnempenente. 6. TN. deelnlsb hndeoh)eott,hefndlnttmueeet flab by TPImrCAh, SCSI, copies of ntod,ol2 be fomtntind open teqoest MITek USA. lnclCompuTrus Software 7.7.8P2(1L).E GENERAL NOTES, tedon, ethendne noted: I. This denign In Stead enty open the paternntmnt shone, and IefnrenIndMdtat bdtdhç no,npenent 4pp6oe51t1y 01 deeIt, perenNIal, and p,ope, lnce,peretnnotcemponnetfl the ronpenetbl!tyofthe bWd4V denipter. 2. DenI5nennome,the lap and bottom ehondo to be late,ntp Wand at 7 am and at i0oe. ,enpedtvely ordeee batted 6ne,thedthel, length bp nttseoeehet0Nng 1,01, 0. plyoteed ehealhlng(TC) endthnd,pnelfBC). 2. 2x Impact bifd0ltç at, latent bneth,g required vdtme sheen, ** 4. lnntolletbe, of isa, Is the renponethtiy of the ranpectire nontreoto,. Dedneenuntn,tnaeeeaye loba oead Ste ,en.eeteelee enutrennent, end eta fer'dtyeeeditin,fefona. 4. Dodpa 005,atne loS bnadtç on all onpyaus lIens. Shire no wed5e If nacasneny. Denlgn anionic, edeqoete dtnhm5e I. prenlded. B. Plate, .bat be boated en bath feoaeollnae, end placed eethetrcenhe, toes oebofde with johd ealdon tees. 9. GgIlo Indicate she of plate In Inehe,. 14. Fm basic ee,ntecte, plate dealt naloee eon ESR.1311, ESR.t9S8(btlleb) LUMBER SPECIFICATIONS IC: 2x4 DF 02 BC: 2x4 OF 02 WEBS: 2x4 OF (#2 TC LATERAL SUPPORT <" 12"0C. UON. BC LATERAL SUPPORT <" 12"OC. UON. OVERHANGS: 19.6" 0.0" TRUSS SPAN 141- 4.0' LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL) 14.0) ON TOP CHORD - 34.0 PSF DL ON BOTTOM CHORD re 7.0 PSF TOTAL LOAD re 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. This design prepared from computer input by Aloha Truss CBC2013/I13C2012 MAX MEMBER FORCES 4WR/GDF/Cq-1 .00 1-21 0) 47 2-5-(0) 526 5-3-(0) 262 2-3(-706) 0 5-4-(0) 526 3-4(-707) 0 BEARING MAX VENT MAX HORS BAD REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" 0/ 705V -36/ 42H 5.50" 1.13 OF C 625) 141 - 4.0" 0/ 587V 0/ ON 5.50" 0.94 OF 4 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL -0.006" 0 -1'- 6.8" Allowed - 0.109" MAX TL CREEP DEFL -0.012" 9 -11- 6.8" Allowed - 0.163" MAX TL CREEP DEFL or -0.030" 8 71- 2.0" Allowed - 0.671" MAX PC PANEL LI. DEFL - 0.042" 8 101- 6.3" Allowed - 0.483" MAX HORIZ. LL DEFt. 0.005" 8 131- 10.51- MAX HORIZ. TL DES'!. - 0.010" 0 131 - 10.5" 7-02 7-02 Wind: 110 mph, hor15ft, TCDLor8.4,BCDLor4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.96 BC:0.44 Web:0.05 12 12 I M-4x4 6.00 ' 6.00 .4 An 7-02 •, 7-02 1-06 <PL:10-00-00 14-04 JOB NAME: Buena Vista Lot 3 - Bi Scale: 0.3752 Truss: El DATE: 4/25/2016 SEQ. : K1926318 TRANS ID: LINK WARNINGS: I. Bdlder and e,es noenyantar .hanld be stalead at all General Hates a.dwandngebefore earaftoellonoo,nnre,oee. Z nrprenla'r web brsobrg were be innteted wl,o,e theer Additianylte.nparery brooms to heare aebsty dame construct- Joe. me,poedbThly of Ba cc for. pddatonal pemnoneal broth,5 ci the onerell etnotse lathe reepormothSty of the beta,9 de,ee,. Ne load elenad be applied Ia any roompenent eelS aRced beodny and foateeema are complete and at as thee clwndd any bade greater than design loads he applied to any aeeparwnt. Comparnm lee no oentmel over and oroamna, no mn,pemomibility its the stir iee1bn lendlirra, abeerb and InotaHelian ci ooepenomlo. R The deaten anietmed a,d4eabta the inheReS eel fell, by TPlhVTCAhe Boat. copies of efdolmwill be be red span requed. MrTeb USA, IecJCampuTnis Software 7,6.7-SP2(IL)-E GENERAL NOTES, enleanatlmendna noted: 1. Title deale Is booed orty t90n the parameters above and I. to, an Indaddoal b.dtdhr5romnpsrent. Applicability a1design palametes and prep., Inoampa,nyoeai component hntbr,renponalbl(lyalthe baltding designer. I Derigneanamnes the taped belamn dIode to be laterally beaned at 7aand at 15 0.0. renpeathoaly eden, b,eood bl.aotmael doer lemsthby nenlhmws.ae1me011dn9115b aaweX eheathbm5ETC) areilardmyanit(BC). I Smlepool bddglng or t,te,al bmedeg repared altec niwem. ** lnntdlntho,r states Is the responsibility ofthe respective eedeedor. I Oeaionaaaamnea lnta,ea are to be taed ne eatnse,nestveem.bmamnnetmt end ore testy oandieamf of see. I Ocalonoewonrafet bnamtmrg at 05 coppeRs ehaa, Side, or eedo C 7. Oedonaewenneadeqtatedralrngo In prodded. I Plateselmahl be boatede, bathtoea,ofeaoa. oral planed eothalaoenter ire, odnade with (abet ceder ire,, 9. Digit, indicate she af plate inhndmn,, Ill For trade oammemarplate dentgn values cee ESR-1311. ESR-it533 (tdirok) April 25,2016 .0 60384' EXP 06/30116 April 25,2016 This design prepared from computer input by Aloha Truss LUMBER SPECIFICATIONS 14-04-00 GIRDER SUPPORTING 8-00-00 C5C2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq-1 .00 IC: 2x4 OF 02 LOAD DURATION INCREASE = 1.25 (Non-Rep) 1- 2=) 0) 47 2- 7=(-933) 2469 7- 3( 0) 428 BC: 2x6 OF III 2- 3-(-2128) 33 7- 8-(-940) 2460 3 8=(-674) 167 WEBS: 2x4 OF 02 LOADING 3 4(-1502) 0 8 9(941) 2464 8- 4( 0) 1126 TC UNTil' LL( 40.0)+DL( 28.0)= 68.0 PLF 0- 0.0" TO 141- 4.0" V 5-(-1502) 0 9- 6=(-934) 2473 8- 5=(-677) 167 TC LATERAL SUPPORT < 12110C. DOM. BC UNIE LL( 54.0)+DL( 77.0)= 131.0 PLF 0- 0.0' TO 14'- 4.0" V 6-(-2132) 30 5- 9( 0) 428 SC LATERAL SUPPORT < 120C. DOM. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 19.6" 0.0" REQUIREMENTS OF CSC 2013 NOT BEING MET. BEARING MAX VERT MAX WORE BAG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0 0/ 1544V -2500/ 250GM 5.50" 2.47 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT HON-CONCURRENTLY. 14 1- 4.0" 0/ 1425V -2500/ 2500H 5.50" 2.29 OF ( 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL -0.006" 9 -1'- 6.8" Allowed = 0.109" MAX TL CREEP DEFL - -0.012" 9 -1'- 6.8" Allowed 0.163" MAX LL DEFL - -0.031" 9 71- 2.0" Allowed = 0.447° MAX TL CREEP DEFL - -0.083" 9 71- 2.0 Allowed = 0.671" MAX HORIZ. LL DEFL 0.015" 9 0'- 5.5" MAX HORIZ. TL DEFL = -0.027" 9 0'- 5.5" 7-02 7-02 m COD 4-02 3-00 3-00 4-02 12 12 6.00 ' IIM-4x4 '6.00 .1 All Wind: 110 mph, h15ft, TCDL8.4,BCDL4.2, ASCC 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.36 BC:0.45 Web:0.20 I .1 . J. 4-00-04 3-01-12 3-01-12 4-00-04 1-06 <PL:10-00-00 14-04 JOB NAME: Buena Vista Lot 3 - B2 WARNINGS: Brdde,edeNOlsece,dmcts,dcale be eddied ala!] General Nails and Warnings balcrecetltnidle.aanrme,ceL 4aarnp,auletrweb bracIng mrs. be IncleVed where .hane.*. 2. Addillstid temporary bracing to frmee clailfily daring caiclnaliaa Is the responsibility of tire erects,. Additional Permanent bracing at Me litre!] cinwirle lathe respanclaSly at the brild!tç designer. 4. No lead ehcrdd be applied Is any asmpcneni sf111 after at bracing and fasteners e,e cemplete and at ne Samcatd any leads greater then dodge bade be applied II ti aampanant. 2. cetnPUTnrs has na aertirat lien and aicainas, as responsibility Perils firdalcallan. hstdlrl 514pmet4 and bratetatlan alaarnpe,enrl. 2. This design ieMOM" object Is the imllatlsas eel forth by TPbWTCAln BCSI. aapla,atefAswli be lanniettad upon request. MiTch USA. lnciCompuTnrs Software 7.6.7.5P2(IL).E Scale: 0.3752 GENERAL NOTES, ardeesethanclee traced: I. Tich design is breed ally I4ltn One paramater. chain end lsfsr am h,diddaat leAding eanpanant. ilppliaabtoy eldeslgn parameter, aid prayer ttaepat,tlsnelcampenel lathe responsibility at the bdleuig designer. 2. Design eeeamuthe top and baSan, chards to be laterally braced at 2am and eti0me. respectively allele braced threaghert tied, length by aendfrarsror.heolldtg stab a. ptprnaad el,eelhh,g(TC) Cells, d,yrsfl(BC). a 2x impact bridging a, lateral bracing respired stare ,lraoa, 4 4. b,ltsllaltanaftma,le the raepe.elallsyeltherenpeslive aantnastsn. 2. DesIgn eaeamee, tnssea era Is beaned b.c nariaanra,lra andnanrnent. end era fan'dny aandflis.f airs.. & Design sciences frdl beaning at all eappadaelnaeer Shim or wedge I nacenary. 7. Design aeeamenadaqaated,eb,age leprarided. S. Plate, that be Iscoted en bathtaaae elItes.. and placed .olhelraenha trIes aalndde eith)abnt cattle, tnae. 2. Diglta Indicate Idea at plate lainchee. 12. For basic aanr.eclerplate deep satueNsere ESR.I3I1. ESR-1588(f,tiTeb) Truss: B2 DATE: 4/25/2016 SEQ.: K1926319 TRANS ID: LINK April 25,2016 This design prepared from computer input by Aloha Lumber & Truss, Inc. LUMBER SPECIFICATIONS TRUSS SPAN 19'- 0.0" C6C2013/IBC2012 MAX MEMBER FORCES 4W9/GDF/Cq-1.00 TC: 2x4 OF #2 LOAD DURATION INCREASE 1.25 (Non-Rep) 2( 0) 53 2- 8(-519) 596 3- 8(-394) 137 BC: 2x4 OF #2 SPACED 27.0 O.C. . 3-(-652) 549 B- 9-) -13) 64 B- 4-(-571) 426 WEBS: 2x4 DF #2 _______________________________ 4(-157) 203 9 6(519) 596 4- 9,0(-571) 426 LOADING 5-(-157) 203 9- 5-(-394) 137 TC MAX PURI,IN SPACING 72CC. DON. LL( 20.0)+DL( 14.0) ON TOP CHORD 34.0 PSF 6-(-652) 549 BC MAX PURLIN SPACING 108"OC. UON. DL ON BOTTOM CHORD 7.0 PEP . 7-( 0) 53 TOTAL LOAD 41.0 P58' OVERHANGS: 19.6" 19.6" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORS SAG REQUIRED 99.0 AREA REQUIREMENTS OF CBC 2013 NOT BEING NET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Staple or equal at non-structural 01- 0.0" -176/ 414V -737/ 827H 77.50" 0.66 OF ( 625) vertical members (uon). BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 61- 6.2" -29/ 612V -916/ 833H 77.50" 0.99 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 121- 5.8" -28/ 612V -933/ 916H 77.50" 0.99 DF ( 625) 191- 0.0' -176/ 414V -827/ 737H 77.50' 0.66 OF ( 625) REFER TO COMPUTRUS STANDARD VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 GABLE END DETAIL FOR DETAILS MAX LI. DEFI, - -0.007" 9 -1'- 6.8" Allowed - 0.109" NOT SHOWN. MAX TI, CREEP DEFT, - -0.014" 9 -1'- 6.8" Allowed - 0.163" MAX LI, DEFT, - -0.007" 9 201- 6.8" Allowed - 0.109" MAX TI. CREEP DEFT, - -0.014" 9 20'- 6.8" Allowed - 0.163" MAX BC PANEL LI. DEFL - -0.026" 6 91- 6.0" Allowed - 0.281" MAX BC PANEL TL DEFL -0.053" I! 91- 6.0" Allowed - 0.375" MAX HORIZ. LL DEFL 0.005" 9 181- 8.8" MAX HORIZ. TI. DEFT, - 0.005" 9 18- 8.8" 9-06 9-06 1 ' . kOND. 2: 2000.00 LBS SEISMIC LOAD. I 12 M-4x6 12 6.00 " 6.00 Wind: 110 mph, h-15ft, TCDI.-8.4,BCDL-4.2, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.6, HWFRS(Dir), load duration factor-1.6, 5X6 Truss designed for wind loads in the plane of the truss only. M-2 . 5x6 M-2.5x6 kax CSI: TC:0.50 BC:1.00 Web:0.28 I M-1. 5x4 M-1. 5x4 Truss designed for 4012 outlookers. 2014 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. tlookers must be cut with care and are permissible at inlet board areas only. FT o - 0 0 M-2.5x4 M-2.5x4 M-2.5x4 M-2.5X4 1-06 <PL: 10-00-00 19-00 1-06 JOB NAME: Buena Vista Lot 3 - CG WARNINGS: I. 8dh10, and ateclan00,40nte, Shanid be mblsed atoll Gena,ol Notes ondlathofre, baton eenoynetlonoammeree,. 2.2.4.. n web 6ra01tr9 moat be Installed when these a. L ndditiesl ton,peo,y btothg to horn .teblllydJrhuomslmrobn 50,0 rnopoeiitobly at the oasIs,,. Mdtieanl peteatnel b,aakg at the esnmll otnabo,e Is the ,n,,ponelbSty of the bLddbV desne,. 4. Na load should be applied to any oan,ps,,a,,I until after al tooth and toetena,00,eeamplale and m ,w6o,o at,antd any toads greater than doat9nleado be opptad to onyasn,panont. S. CompeTes loon no eant,at none and esosn,no mental, e'atb4tytnntha teb,iaalIsn handball. at,n,rn and tantoflottoo etmepooert. a IWo doe5,, is tandst,od edejool to the Omithtla,w set teat, by TPLWTCAi,, SCSI.cattle; eleldeh sit be toioI,ed ,pse,nqoeet MiTch USA. lneiCempuTnan Saftwe,e 7.6.6(IL).E Scale: 0.3207 GENERAL NOTES, ordeasethooelao need: I. Tide d,119n In boned e,dy opon the po,on,ataro thaw,, end In en Indloldad boltdhqoempe,a,,t. Spp600bhty etdastgn po,omotar. and prope, Inoe,po,alionotneepoeenl Ietha,eeponalb&tyetth. hedlOng dodOne,. a 0ealenoes,anao the tap and belts,, d,s,do to be laleollyb,osed at 7a. and ealPa.,. ,eapeeljne mdossb,aaad tlneabwnl that, length by tendinous d,nattire ouch not ptyoaed th.alldn8fTC) andtordnylotl(BC). M 201n,pad b4d51,,9 w label bmth,g ,eqd,ad rolnene aloe,,.. 4. Inat01101be, clause tothe reapeelbiSly etlha mopasOseae0,eotar. 9. Daelgnanaronea teases are to be used eta nee.eo,neolva eorthesne,a and a,oto'd,yeandelen' a1ue a DenignoessrnnoflAbesdng at at esppete ohman. Shin, arnodgnff nenneeo,y. 7. Doaignaoeonoeadoq,ate d,etw,ge in prodded. S. Plmasd,ofl balasoteden bethtaseoaltnmo,and ploaadnethafrooetar linesaeladda e4lh joint C.M. fir- 2. th9115 hatloota sine at plate indhies. 19. Forbade een,ealenplabe daaipevah,0500 E6R4311. EBR.I908(MlToIO Truss: CG DATE: 4/25/2016 SEQ. : K1926320 TRANS ID: LINK April 25,2016 This design prepared from computer input by Aloha Lumber & Truss, Inc. LUMBER SPECIFICATIONS IC: 2x4 OF #2 BC: 2x4 OF #2 WEBS: 2x4 OF 82 IC MAX PURLIN SPACING 56CC. UON. BC MAX PURLIN SPACING 76CC. DON. TRUSS SPAN 19- 0.0' C8C2013/I8C2012 MAX MEMBER FORCES 4WR/GDF/Cq..1.00 LOAD DURATION INCREASE 1.25 (Non-Rep) 1-2(-1418) 149 1-6-(-891) 1843 2-6-(-364) 165 SPACED 27.0" O.C. 2-3(-1229) 0 6-7-)-759) 1398 6-3-( -93) 487 3-4(-2229) 0 7-5-(-891) 1843 3-7( -93) 487 LOADING 4-5-(-1418) 149 7-4(-364) 165 LL( 20.0)+DL( 14.0) ON TOP CHORD 34.0 PS)' DL ON BOSTON CHORD - 7.0 PSF TOTAL LOAD - 41.0 PS)' BEARING MAX VERT MAX HORS ERG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" 0/ 876V -2000/ 2000M 5.50" 1.40 OF C 625) REQUIREMENTS OF CRC 2013 NOT BEING MET. 191- 0.0" 0/ 876V -2000/ 2000M 5.50" 1.40 OF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT HON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL -0.031" 8 61- 6.2" Allowed - 0.603' MAX IL CREEP DEFL - -0.080" 0 61- 6.2" Allowed 0.904" MAX HORIZ. LL DEFL 0.026" 0 0'- 5.5' MAX HORIZ. TL DEFL - -0.039' B 01- 5.5" COND. 2: 2000.00 LOS SEISMIC LOAD. I Wind: 110 mph, h155t, TCDL8.4,BCDL4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads 9-06 9-06 in the plane of the truss only. 12 lIsa CSIt TC:l.00 RC:0.87 Web:0.08 I I I4-44 ' 6.00 <PL:].O-OO-OO 19-00 12 6.00 Cn :1 JOB NAME: Buena Vista Lot 3 - C WARNINOB: 1. Mar ondereotloncontractor stwald be edotoed at alt Genmel Nate. and Wttnd,ga below aaesltiwtloocammences. I St4 eamp,enolae sob btscleo mod be lontoltod shone shown +. I Additions] teo.pa.n,y, b,athg to how atobitby during condensation In 100 tenpwalbSty 0110. erectm. dddllatntt petmenoel busting at the avotolt stnwtwe to the ,enpeaoth&ty of the bdIdI. designer. 4. No load elrootd be applied to any wonywlent an&tofto,al bracIng and footenoto are ao,nete .,,it at no 6w. .toedd any toadagreater thon design toods be applied to any aanrpanent. IL conrpaTna has so rOrat east and 050umen no reapanolbthty, for tie f.b,loollae, bomb6, stdpment and b,aloto&nalco,npeneet., 6. 1106. deals I. Armistead oot)eol tothe holtotlano net lath by TPIMITCAbIBCS1. oapleoaletdd.s41 be tltndshed span reqeont MITeS USA, InaJCempoTnis Software 7.6.6(IL).E GENERAL NOTES, arde*amisstates noted: 1. INs design I. baud ordy upon the pe,omote,o ottawa and Islet anlndnld.al bai1dbr5 ao,n100ent. tipptloobltlty of design p000nteters and proper InCwpa,otisnafcomponent Ia the roopOnstbSly of era b,dldfre designer. I Oa.Ign 0000.neo the top and baSo.n oltardo to be totoroip be000d at 2as. and at IV a& re,peotleely unteso br000d 00009150. their 100910 by nominates 01,00114095mb on plywood .ttaathlng)TC) endlo,drya.U(BC). I St Impact bddglrg or tolmot bracing toqafred where 511010101 4. tnatoltallanattnaslotho ,e.pwtnlbllity afthe ronpaotieecenttada,. S. Oa.Ign eastern Mason oro to be atad too t,atmaon,00h,oealm,nnom. and am for 'dryoandutlwfataoe. 000195 e.oteeea 101 booting at all .upyattoohown, 11dm or wedge S n000100ty. Design aonanraa adequate drainage In provided. S. Ptaten.holt be tenatod wrbathlocendines, and ptaead .athetroanto, line.ealndda withlolet aerge, tInes. Digits lndlcote eke elPiano In Indian. Fa,bonlc 00500010, plato de&5rt nobel see ESR.I3II. ESR.1B08(MlTeh) Truss: C DATE: 4/25/2016 SEQ.: K1926321 TRANS ID: LINK LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 OF #2 WEBS: 2x4 OF 02 TC LATERAl, SUPPORT < 12"OC. LION. BC LATERAL SUPPORT < 12"OC. LION. TRUSS SPAN 19'- 0.0" LOAD DURATION INCREASE 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD - 34.0 PSF DL ON BOTTOM CHORD 7.0 PSF• TOTAL LOAD 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT HON-CONCURRENTLY. This design prepared from computer input by Aloha Lumber & Truss, Inc. CBC2013/I8C2012 MAX MEMBER FORCES 4WR/GDF/Cq1.00 1-2(-1261) 0 1-6-(0) 1050 2-6-(-281) 30 2-3-(-1092) 0 6-7-(0) 695 6-3-( 0) 389 3-4-(-1092) 0 7-5-(0) 1050 3-7-( 0) 389 4-5-(-1261) 0 7-4(-281.) 30 BEARING MAX VERY MAX MORE BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) (1'- 0.0 0/ 779V -51/ 51H 5.50" 1.25 OF C 625) 191- 0.0' 0/ 779V 0/ ON 5.50' 1.25 OF C 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL"4/240 MAX LL DEFL - -0.028" 9 61- 6.2" Allowed 0.603' MAX TL CREEP DEFL -0.071" 9 61- 6.2" Allowed - 0.904" MAX HORIZ. LL DEFL - 0.012 9 181- 6.5" MAX HORIZ. TL DEFL 0.024' 9 181- 6.5" 12 6.00 9-06 II M-4x4 4.0" Wind: 110 mph, h-lsft, TCDL-8.4,BCDL-4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), lead duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 9-06 1 Max CSI: TC:0.31 BC:0.35 Web-.0.07 12 ' 6.00 <PL:10-00-00 19-00 JOB NAME: Buena Vista Lot 3 - C]. Scale: 0.3827 WARNINGS: Truss: Cl BotHs, end mod. ce,4,otlo, ohoeld be edohod of oil General Holes bdoo r.me.eo& 204 oon,p,eeolo,, web mobs neol be installed where dm00.. a Additional temporary bneb to home stabilitydmhg ,o,stn0,Ioo Is the ,05p005lbtlty of the emotor. Md&ionol psm.anem b,00b,g of DATE: 4/25/2016 the sswoflohwtae istho ,eoponothftty etiho b,ddhe doeipmr. SE K1926322 wobiodehotddbeopptis nt dtoenynon,p00000t&anonolbod.ge,,d to,tene,o ore oo,npteto and 01 no am of,oddeny loads oreotorthan TRANS ID: LINK de,tgs leads be applied to am, eon,00,w,,t Co,npuTnthlmoreoe,feolowrondeomanos .o.sopo.slbi&yforthe fobdoalbo. bandlre, oldpmnrd and installation efmonpww,f. 4. The dedOn I, banished eshleotto the tedtol,oes cot tooth by TPtMfTCAI, Edt, copioo of vd,lohoifl be hardened span rel405L MiTch USA. tncJCompul.us Software 7.6.6(IL).E GENERAL NOTES, inden othondso noted: This dmlgnlo based only ton the parameters dream and 10 for on lndndd4at boltdirso,npowot dppfhoNGy of dnolge po.emeters and proper h,00,po,olt000fcoepone,4Io the ,eepo.sthlhtyof the b.ddb.o dsdgne,. Gedn 0000noo the lop and bottom deeds to be Iotenotlyb.oeod 01 Po and 01 tO o nonpedlnelysnde,s bnocodlfwo.4ost their lerothby ,e,4lreoosm 0he0114n0 stab mptpesod otnooIfdn(TC) ardIsrd,wntt(BC). 2. 20 Inost bridging mIsland bnodns reqohed st,e,e shorn * 4. lnstotlmbeoltnmnlethe reopondb&ty of the nenpootlee 000lmelor. a 0ed5naestoneotoaoeo one to be used b.c .nemoonrostoeemhem,onl. anderefor"dryeand,fion'.ftea. a oe gnaonorneo&d bearers 01 aftoapports efnooe 514,5 on 0ed5e if 0000000ny. 7. 0edgneeesrn000deqaolodmIrooisprovided. S, Plates shall be boOted on both tote, of tome. 0,4 PI000d 000neinoorrler toes ooh.ddo n.ithjohrt 00,401 hnor a olgilebofoereshoofptotolnhnotor IG Forbade oen,oaon plate deol5n,001150 coo ESR.1311. 565.10W (MiTch) .c 60.384 EXP. 06/30116 April 25,2016 April 25,2016 LUMBER SPECIFICATIONS TC: 2x4 DY 02 BC: 2x4 DY #02 WEBS: 2x4 DY 02 TC LATERAL SUPPORT ( 12"OC. LION. BC LATERAL SUPPORT (- 12"OC. DON. 12 6.00 This design prepared from computer input by Aloha Lumber & Truss. Inc. TRUSS SPAN 191- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 LOAD DURATION INCREASE 1.25 1-2(-1297) 326 1-6(-1243) 2089 2-6(-410) 233 SPACED 24.0" O.C. 2-3-(-1092) 0 6-7'.(-1036) 1604 6-3-(-170) 520 3-4-(-1092) 0 7-5-(-1243) 2089 3-7-(-170) 520 LOADING 4-5(-1297) 326 7-4-(-410) 233 LL( 20.0)+DL( 14.0) ON TOP CHORD 34.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD - 41.0 PSF BEARING MAX VERT MAX HORS SAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -84/ 779V -2500/ 2500H 5.50" 1.25 OF I 625) REQUIREMENTS OF CBC 2013 NOT BEING MET. 19'- 0.0" -84/ 779V -2500/ 2500H 5.50" 1.25 OF C 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL - 0.029" 9 9- 6.0" Allowed - 0.603" MAX TL CREEP DEFL - -0.071" #0 9'- 6.0" Allowed - 0.904" MAX HORIZ. LL DEFL 0.032" 8 01- 5.51- MAX HORIS. TL DEFL -0.044" 8 01- 5.51- [COND. 2: 2500.00 LEE SEISMIC LOAD. I Wind: 110 mph, h-15ft, TCDL-8.4,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, EXP.B, MWFRS(Dir), load duration factor1.6, Truss designed for wind loads 9-06 9-06 in the plane of the truss only. 12 ' 1 MaX CS!: TC:0.31 BC:0.37 Web:0.OB I IlM-4x4 4.0" <PL:].O-OO-OO 19-00 JOB NAME: Buena Vista Lot 3 - C2 WARNINGS: I. 0141dm and a,ea4e, aa,d,aatan .haatd be addled atoll General Notes and Wmatr0s before aaeotnsllaa,anmetteeo. 2. 5,4 aemyreestsit web bronhg nate be Iasa,Ilod also. .lssnn 2. Additlanaltwnparmy brodny labs.. ntabll4y dining as,stntejan b the responsibility al the erootan.MdOlannl pannaeaet bradloaf the onset .tnsleo lath, respon.bthtyoltha ladding desIgner. 4. No load .hrndd be applied Is any aampermrt anN after all bntalrg and tas.nmm, era complete and at rs time .treald arty loads greater than desIgn land. be appt.d to any component. 8 CenpuTna hasre that aaer and o manes no re.panslblllly tar the tabdaalian,lrandlhI. a mete and bM.flalian of aemperent. S. TN. desIgn Is turnl.hed .ut(ecltalhelimltallsro.attath by TPPNTCAle SCSI. coplossf widen nnll betun4.hed 1panreqtwst MITch USA. lnclCompuTrus Software 7.6.6(IL).E Scale: 0.3702 GENERAL NOTES, or40n5 otharndse noted: TWO denIse I. bo..d orOy tgaa the parasols. .1,05n and, tare. IndIdduat bdtdlea component. Applicatltty at design parasol.,c and proper lncorparaAoealaaa,ponottt lathe reapannlbllityottho bdbritg designer. 005lftn ooslmea are tap and bats, 01,0.45 to be lateraip braced at Yo. and at 100... eanpedlesly anton, braced ftvautcat haIr begthbp aantloeaaoatreatNng swl,a. plpaeod otroatNlre(TC)andlond,yaolt(OC). 2. 5,tn,poct b4d8k8 or latest bmdrg requIred ret,.,. .hana, *rt 4. lnataffaltanata,an lathe responsibility at the raepnatlnecontractor. 2. Design .esum.a teases ore lobe used In a nan.earreslve ertntran,nent, and ow ter'dry 00045w,' at as.. 2. Design e,sanea tat bearing .15 supports down. ShIm or w.de If necelealy. T. Design .nsumas adequate dmhra. I. provided. S. Rate. .bat be located an bath taa.a atlas,, and placed so thalrcentsr tare. coincIde ailS jobtt cent., One.. 0. DIgIII Indicate aloe Of plate In Inchal, 12. For beela caruraser plate design noIse. see ESR.1311. ESR.10t8 (MIT.k) Truss: C2 DATE: 4/25/2016 SEQ. : K1926323 TRANS ID: LINK LUMBER SPECIFICATIONS IC: 2x4 OF ff2 BC: 2x4 OF 02 WEBS: 2x4 OF 02 TC LATERAL SUPPORT < 12"OC. UON. BC LATERAl. SUPPORT c 12"OC. UON. TRUSS SPAN 19- 0.0" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. WADING LL( 20.0)+OL) 14.0) ON TOP CHORD 34.0 PEP DL ON BOTTOM CHORD 7.0 PSI' TOTAL LOAD 41.0 PSI' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSI' LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. This design prepared from computer input by Aloha Truss CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 1-2(-1261) 0 1-6-(0) 1050 2-6(-281) 30 2-3-(-1092) 0 6-7-(0) 695 6-3( 0) 399 3-4-(-1092) 0 75(0) 1050 3-7-( 0) 389 4-5-(-1261) 0 7-4-(-281) 30 BEARING MAX VERT MAX HORS BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" 0/ 779V -51/ 51K 5.50" 1.25 OF ( 625) 191- 0.0" 0/ 779V 0/ OH 5.50 1.25 OF ( 625) 9-06 9-06 5-00-04 4-05-12 4-05-12 5-00-04 1 •1 12 12 IIM-4x4 '6.0O 6.00 VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL -0.028" 0 12- 5.8" Allowed - 0.603" MAX TL CREEP DElI, -0.071" 0 121- 5.8" Allowed - 0.904" MAX NORIZ. LL DEFy, - 0.012" 0 181- 6.5" MAX NORIZ. TL DEFL 0.024" 0 181- 6.5" Wind: 110 mph, h15ft, TCDL-8.4,BCDL4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, HWFRS(Oir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.31 BC:0.35 Web:O.07 I 0 o < 6-06-03 5-11-11 6-06-03 J. <PL:].O-OO-OO 19-00 JOB NAME: Buena Vista Lot 3 - C3 WARNINGS: C3 Builder o,de,o011ono0n1,etoreleedd be advised of eli general NotesTruss: and W4,dnits nime construction on,nwroo. 20 oempreroion web 6,005,9 etaot be beldlad shone .lswn. 3, Additional lenlowey bracing to basese y during ee,tsbselbe, lots, ,eope,sibUsy ol the weston. wfdtionel pennmwN b,oMs 01 DATE: 4/25/2016 the overall .kolo the responsibility oI the budding designer. SE K1926324 4. odohoddboopyifodtoonyeno,dunl11obrolb,sthgm,d Io01eneroo,e oomplot, end s no lIme oleldd eety toed. 0100?al than TRANS ID: LINK design leads epplodto any ampor,rO. S. Ca,npeTwa has ,w carried eee,and eroenesne reo,eibAiy for the fabrication, handling. oIm,01 and installation oloompm,enlo. S. The design is furnishedoubJooIlothe ifrnlioSene eel teal, by TPW1TCA'e, BCSI, copes of which will be hanished open reqlsel. Muck USA. IncJCompuT,us Software 7.6.7-5P2(IL).E Scale: 0.3202 GENERAL NOTES, ele.soenowdeo noted; I. This d,eiwr iobooed aSp won the poroeetel ehean and I. for or, indeddooi bL4bftwmpmerd.AppflcabWityefdoAgnpmmetemnndprope inoorpomti000lesmpenent lothe renpn,mlbuilly elSe bdtdStg deotgner. 2. Denipewautne, the top and boyses deeds to be Iale,09y6,osed 01 20.s and at Ieee. reopedieelyardeo. foicod IInnu9heu1 their length by eenthroeen sheathing such o.Plywood eheathlog(IC) a,dford,iwoi48Ct I 21,InrpooI btihg or iote,ol b,eth, reqohed where dater * 4. lacconflationoltroro is the rospondbiliy elSe reopediso contractor. I Design am lobe used he ,,on.eo,ro.h,e ensho,enenl. end ow for 'otty eandstmf sits.. 2. Dosign onseneofoll beodop 01 ol neppoan &'a'a Shim or sedge if nets.wey. 7. Dedgnoow,n,eoodeqtwlod,elnose I. prodded. & P1,10505,1 bel000led onbethfeeeeottna.. osdpta,edoalheiroenten S es oohwldo withJobd 50,10, fooL 2. 0i9155di0010efoo elpbteinbehat ta For bode wemeao, plot, deden ,staeo see ESR.1311. ESR.lsso(ImTek( April 25,2016 (n 0 Cr C, 6-06-03 5-11-11 6-06-03 <PL:].O-OO-OO 19-00 JOB NAME: Buena Vista Lot 3 - C4 Scale: 0.3202 April 25,2016 LUMBER SPECIFICATIONS TC: 2x4 OF 02 BC: 2x4 OF 02 WEBS: 2x4 OF 02 TC LATERAL SUPPORT < 12"OC. DOW. BC LATERAL SUPPORT < 12"OC. DOW. TRUSS SPAN 19'- 0.0" LOAD DURATION INCREASE 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD 34.0 PSF DL ON BOTTOM CHORD - 7.0 P58' TOTAL LOAD 41.0 P58' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CSC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT HON-CONCURRENTLY. This design prepared from computer input by Aloha Truss CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 1-2-(-1297) 326 1-6-(-1243) 2089 2-6-(-410) 233 2-3-(-1092) 0 6-7-(-1036) 1604 6-3-(-170) 520 3-4-(-1092) 0 7-5-(-1243) 2089 3-7-(-170) 520 4-5-1-1297) 326 7-4-(-410) 233 BEARING MAX VERT MAX NORZ ORG REQUIRED ORG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -84/ 779V -2500/ 2500H 5.50" 1.25 OF ( 625) 191- 0.0" -84/ 779V -2500/ 2500H 5.50" 1.25 OF ( 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL 0.029" 9 9- 6.0" Allowed 0.603" MAX TL CREEP DEFL - -0.071" 9 121- 5.8" Allowed 0.904" MAX HORIZ. IL DEFL 0.032" 8 0'- 5.5" MAX HORIZ. TI DEFL -0.044" 9 0'- 5.5' 9-06 9-06 ,. 5-00-04 4-05-12 4-05-12 5-00-04 12 12 6.00 1IM4x4 "SI 6.00 _4.0" ICOND. 2: 2500.00 LEE SEISMIC LOAD. I Wind: 110 mph, h-15ft, TCDL-8.4,BCDL-4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Tr as designed for wind loads in the plane of the truss only. IMax CSI: TC:0.31 BC:0.37 Web:0.08 I WARNINGS: B,Atde, end emattea Co rtreetor shoold be adoleed of at Gerard Notes end Wan4n5. before eetrotfldl0580mmefloan 2,400mpreeo!onvreb ,edrtg rest be lrtefled shoe. shove.. Additional tampon" b,eolrg to bries otebitay during ooestntolion lathe ranpoedblldy at the erector. Additional pemtene,tt brad,,g of the ovesU arwaure to the respeneSSly of the blurt,0 daslultret. 4 No load etrolud be etryfted to anyeemporrortt ovAl sitar all braritO and fs.tamesascoa,plateand at ,s lime should any leads greater than design bads bo applied to enymmpone,lt. L Cornp,iTna be, no across was and .s.ames as reopersibllliy for the rebrtcefoR BindIng, .tepmeet and bretalatlonotoompoeettt,. S. lteedeofgnlsh,nd.bed sut)est toUrs HelMet,, oat faith by TPLW1CAin SCSI, ceplea of WElt sit be furnished open request. MITeR USA, lnciCompulrue Software 7.6.7.SP2(IL).E GENERAL NOTEB, unions otherwise acted: 1. IN. design I. hosed andy open the parameters Shame and Is for an lndMduul bluldor9aomparrert Applicability of design parameters and proper broorporsUonofeotnpeeestt I. the respoaslbllfy of the butidirg deorrer. 3. Design sesame, Ore tap and bottom chord, lobe lulerely braced at Ya,c.and at 100.0. respectively ordeal Reseed throaghool their lenethby aerOhaocs ,lroatNrO each am plwoed eheetrdrrg(TC) eWEr dneU(BC). Sr Impact brtd5l,0 or fetaret bmclrtg required share shoun,, InnIellallea of lea, I. rho reaperrelblfty 0181. renpearlee eonteactor. 4. De,tgn.ssurre,laswa are lobe used bra nonaorra.tea etnlrormrenZ and ere for 'dryceshtlo,f al a,.. 4. Design suame.fill bearing ,I all supports sf550. GIrls or sedge S tracenoary. 7. Design commerce adequate lisirtege Is provided. S. Pteton shall be located an bath feels at mae, end ptaoad 0 theh center IhrenaaInctde elthjcbrt serf., line,. 9. Digits Iratcota sloe at plate In IncItes, 14. For baste connector plate design rt.tst. ore 880.1311. ESR.1988(bNTeb) Truss: C4 DATE: 4/25/2016 SEQ.: K1926325 TRANS ID: LINK TRUSS SPAN 13'- 0.5' LOAD DURATION INCREASE • 1.25 SPACED 24.0" D.C. LOADING LL( 20.0)+DL( 14.01 ONTOP CHORD - 34.0 PSF. DL ON BOTTOM CHORD 7.0 PSF TOTAL LOAD 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LUMBER SPECIFICATIONS IC: 2x4 OF 12 BC: 2x4 OF #2 WEBS: 2x4 OF #2 TC LATERAL SUPPORT <. 12"OC. UON. BC LATERAL SUPPORT <- 12"OC. UON. 3-06-08 9-06 1 3-06-08 4-05-12 5-00-04 1 12 12 6.00 ' "cq 6.00 H-4x6 a, in 0 6-06-05 6-06-03 <PL: 10-00-00 13-00-08 April 25,2016 This design prepared from computer input by Aloha Truss CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 1-2•( -58) 61 5-6-(0) 243 1-5(-119) 19 2-3-(-611) 0 6-4-10) 632 5-2-(-447) 0 3-4-(-781) 0 2-61 0) 430 6-3-1-306) 28 BEARING MAX VERT MAX HORS BAD REQUIRED BAD AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' 0/ 528V -83/ 43H 5.50" 0.84 OF 1 625) 13'- 0.5" 0/ 541V 0/ ON 5.50" 0.87 OF ( 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL -0.011" 8 81- 1.0" Allowed - 0.404" MAX TL CREEP DEFL - -0.028' 9 B'- 1.0" Allowed = 0.606" MAX HORIZ. LL DEFL - 0.004" 5 121 - 7.0" MAX HORIZ. TI DEFL 0.008" 0 121- 7.0" Wind: 110 mph, h15ft, TCDL8.4,BCDL4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 'IaX CSI: TC:0.31 BC:0.38 Web:0.23 I - JOB NAME: Buena Vista Lot 3 - C5 WARNINGS: I. 8,414,, 0.4 e,oel.n e.nhostor usd4 be .feII0onn,sINetn. a,dWon.ngs bole,e eon alien o.n.n,e,.'.. 214 so,ny,eeolon sob braft ne. be InSaflod whore oiwwn. dulonnl temporary boeing S bworo stability dabç nonoltoullon In the ,00yeoeblltyof the 0,001.'. Additional po,n5nnW towing of the evosli osontee loll,. roupo,wA6tyolthe tailding donignor. No load olwtdd be applied to any oon,paooniontll oft., .0 testing and 10.1.00,. ow nonylela node no that, olsold any buds greet, than design back be applied to on000ep000nt. S. Coepnln,o his ,w solthel eve. and aossn,00 no, ,00peodbiity far the labdralioo, leodling. olitynnad and InotabtIbo, olcomponents. L The design bt,eTh .1410.1 10 the bnItheno not forth by TPIAVTCAb, SCSI. neplos at With will bolmrishod apart request. MITeR USA, IocJCompuTtus Software 7.6.741a2(IL).E Scale: 0.3892 GENERAL NOTES. tad,.e elhet,d.e nenat fldsd.olgn lobso.d ordy open lb. patwn,e1.to oboe. end In Ion on Indaldual bodtdb.g eeoym.oet lipptleabthly oldoolg,, pas000tots and prey., Incorporation olootnpo,rontbthe mvp000lbl(ty of Or. balding designer. Ooolgn.owaoee Its top and bolten oho,d.lo be laterally b,000d of 7o. and of IV ox. roopoulledy od005 100004 tttlwe5hola theft length by eanhmnsoue sheathing noah as plyeood .heatltbtg(TC) endlo,dtyvwdIIBC). 2. 2tIor,e0t btl41lng 00 1010001 b,oth,g required shorn else. * a IoSMlblleoefhseslathe roopondlollyoftho coopodino nonhode,. S. Dndenoeo,onoot,so..oa,o Sb. wood Ion ismonood.oenwhomnnol, and non for 'Sty eoodllorf of o5 a DodgnooStm..flIt bombg 01 nO osppo,to oh0000 Bid., en wedgeS n.onsna.y. 7. Design oowaoosodeqaet.d,oh.go I. prodded. a Plete. doeS be le.af.d en belt, felon 010eSa, and planed .ollwlooenle, lions o.moddn with joint wentorb,o,. a 0i5feindodeoboofpbf.lnbttho. 12. For bask o.000aeo plate design neh,00000 EBR.1311. ESR.1058(1101Teb( Truss: C5 DATE: 4/25/2016 SEQ. : K1926326 TRANS ID: LINK ( 2 ) complete trusses required. Attach 2 ply with 16d Common nails staggered 9" cc in 1 row(s) throughout 2x4 top chords, 9" cc in 1 row(s) throughout 2x4 bottom chords, 9" cc in 1 row(s) throughout 2x4 webs. LUMBER SPECIFICATIONS TC: 2x4 OF 62 BC: 2x4 OF 62 WEBS: 2x4 OF 02 TC LATERAL SUPPORT <= 120C. 00W. SC LATERAL SUPPORT < 120C. 00W. NOTE: 2x4 BRACING AT 24"OCUON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 23-05-08 NIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE 1.25 (Non-Rep) WADING TC UNIF LL( 40.0) +DL( 28.0)- 68.0 PLF 01- 0.0" TO 81- 0.0" V TC UNIF LL( 100.0)+DL( 70.0)- 170.0 PLF 8'- 0.0" TO 15- 5.5" V TC UNIF LL( 40.0)+DL( 28.0)- 68.0 PLF 15'- 5.5" TO 23- 5.5" V BC UNIF LL( 0.0)+DL( 35.0)- 35.0 PLF 01- 0.0" TO 231- 5.5" V TC cONC LL( 373.3)+DL( 261.3)- 634.7 LBS 9 8- 0.0" TC CONC LL( 373.3)+DL( 261.3)- 634.7 LBS 8 151- 5.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. April 25,2016 This design prepared from computer input by Aloha Truss CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GOF/Cq-1 .00 2-1-4002) 76 1- 8-( -40) 3422 2- 8-( -38) 152 3-(-3870) 98 5- 9(-140) 4066 8- 3-( 0) 704 4-(-3528) 84 9- 7( -40) 3422 8- 4-(-722) 154 5-(-3528) 94 4- 5-(-722) 154 6-(-3870) 98 5- 8( 0) 704 7(-4002) 76 9- 6=( -38) 152 BEARING MAX VERT MAX MORE BRG REQUIRED BAD AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" 0/ 2223V -43/ 43H 5.50" 3.56 OF I 625) 231- 5.5" 0/ 2223V 0/ ON 5.50" 3.56 OF ( 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL - -0.070" 8 111- 8.8" Allowed 0.751" MAX TL CREEP DEFL - -0.174" 9 11- 8.8" Allowed 1.127" MAX NOBlE. LL DEFL - 0.030" 9 23'- 0.0" MAX MORIZ. TL DEFL 0.059" 6 231- 0.0" 7-10-15 7-07-10 Wind: 110 mph, h-15ft, TCDL-8.4,BCDL-4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MlllFRS(Oir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 7-10-15 Wax CSI: TC:0.45 BC:0.57 Web:0.17 I 3-11-12 3-11-03 3-09-13 4-00-04 3-08-12 3-11-12 'I 12 4634.706 ' 34.70# ' 12 6.00 P1 M-4x6 M-2. 5x4 M-4x6 lzq 6.00 In 0 o < 7-06-12 <PL: 10-00-00 JOB NAME: Buena Vista Lot 3 - D-H1 WARNINGS: I. Bdlder and eteetlee se,tt,e501 dIstAl be eSsIsed ef all Ge,etel Natal and Warnings before een.tnstbnaemmetee.. 2. 5,4 compression web b,aahg ,mac be Installed where Sheen.. 2. aldillaeel temporary bsclng Is bees .lablllly dating sesetnedhe [$ tire ne.petdbSty ef the stealer. AddllIssI peteenent b,eebts at the eveell sInce,. bthe,eapenShStyetthe blsntng designer. 4. No teed ehetdd be applied to enyestnpeeelt entil offer eO bmelng and Peetanern eye ceeyplete and LI sellsrs a slid any lands greater than dael5nleed. be applied Is senrpenetd. L CespaTna bee ,ys esetrat enezend mane. no renpe,lib!lllyb,Ihe lab,Ieellat handling, shipment .tsilnntalallenefeempeeent.. 6. TN. design Ishardehed .sb(esI lathe Itinhadsee eel faIth by TPIAVTCAIt, SCSI. sepIars at etdm WE be hardened epentaqeet MiTch USA, InCJC5mpUTnIS Software 7.6.7.SP2(IL).E 8-04 7-06-12 23-05-08 Scale: 0.3014 GENERAL NOTES. ,a4ees otherwise rated: I. This design lsbased a,4y 5en the ps,nmtdais .hesn and I. form hdhidsat building eempe,et Appficabifity 51 deslen peleynellers and prep., barriers [on elaempeyeyt Is the reeperetahty at the blitdltgdeligne,. 2. Design e.mmyes the top and bessel eha,dn Is be INanely bresed at Ye,.. and at lOan. teepedleely snlene bIased IIves9hast the!, length by eedlsassslyealldng such as plyweed ebeathing(TC) andlsrdyywalt(SC). Is Impact blId9lg or lateral btedlg required tethers shown 0, tntdeltetbnellm.nlsthe ,espeatsiblltiy Lithe ,eepestIaenantmala,. Design emmes canoes ate tabs Seed lee nea.aenra.tseemfrssnenl. and esfe -dry e5ed1tlefa1see. IL Deel5neeesynee tug beatIng at all supports shoran. Shim or wedge if necessary. T. Design sentence adequate drainage Is panNed. a Plate. Shell be belted en both faces ci lass, and planed .s Disk eenlle, line. celndde ethjelnt eetde, line.. 9. Digits helnete She 51 plate Ininches. 10, Pe,beeleeetnradsrplate design nsltet. as EER.I31l. ESR-l988(IATek) Truss: D-H1 DATE: 4/25/2016 SEQ.: K1926327 TRANS ID: LINK This design prepared from computer input by Aloha Truss CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq1.00 2(-1631) 0 1-10-(0) 1372 2-10=(-146) 31 3-(-1430) 0 10-11-(0) 1415 10- 31 0) 357 4=( 0) 0 11- 9(0) 1372 10- 5-(-249) 24 3- 5-(-1229) 0 5-11(-246) 24 7-(-1229) 0 7-11-) 0) 357 7-( 0) 0 11- 8(-146) 31 8=(-1430) 0 9(-1631) 0 BEARING MAX VERT MAX HORS BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" 0/ 962V -43/ 43H 5.50" 1.54 OF C 625) 23'- 5.5" 0/ 962V 0/ ON 5.50" 1.54 OF ( 625) LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2104 OF 02 WEBS: 2x4 OF #2 TC LATERAL SUPPORT <. 12110C. DOW. BC LATERAL SUPPORT < 12"OC. UON. NOTE: 2x4 BRACING AT 24"OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TRUSS SEAM 23'- 5.5" LOAD DURATION INCREASE 1.25 SPACED 24.0° O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD - 34.0 PEP Di ON BOTTOM CHORD 7.0 PS)' TOTAL LOAD 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT HON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL -0.051" 6 11'- BR" Allowed - 0.751" MAX Ti CREEP DEFL -0.129" 6 111- 8.8" Allowed - 1.127" MAX HORIZ. Li DEFL - 0.0220 6 231- 0.0" MAX HORIZ. Ti DEFL - 0.0450 1 231- 0.0" 9-10-15 3-07-10 9-10-15 3-11-12 3-08-12 2-02-07 1-09-13 1-09-13 2-02-07 3-08-12 3-11-12 1' .( 'I.f f .c f f 1' 8-00 8-00 1' 1 1' Wind: 110 mph, h-lSft, TCDL8.4,BCDL4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.A, )4WFRS(Dir(, load duration factor1.6, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.24 BC:0.56 Web:0.12 I 7-06-12 8-04 7-06-12 J. J. <PL: 10-00-00 23-05-08 JOB NAME: Buena Vista Lot 3 - D-H2 WARNINGS: Truss: D -H2 BdIde, end emelioneonl,eote eimold be edoleed 01.11 GeesmI Note, 24 ,00tp,ee,(snaeb 60mb,) moel be impalled ef.eot efevoto. Additional temporary bnmbç Is be,,,, elebEzy dud,9 ,eeleNIbe, Is do ,,,pondbibly at the ,,eeto,. Mdleeef pe000nerO b,ocM5 of DATE: 4/25/2016 gra mraff,lsthore,p000ssiyoftlebdldbgdo,15e5,. SE K1926328 Nshod&e,ddbe applied le any e,mpsnsotsolfoftelolIsod,,)em! fsotene,so,,00n,pl.l, and at no lime efe,dd ony food. Steele, then TRANS ID: LINK design loads be applied fo any oomponerd. CootyoTnu, has no correct one, and emsme,somopondbilfy IonS,, fab,boo1iR heedlbç. eb,n,,rd end instefletim, of e,mpono,oe. 6. The dn,ign lendubed e,44eo1 In the lfrnileSe,o 01 f,,e, by TPLfNrCA 6, SCSi. eoplos of wIdth of) bofaded,elooreqe,el. MiTek USA. h,cjCempeTms SeAson, 7.6.7-8132(IL).E Scale: 0.2639 GENERAL NOTES. llnles,olho,nduoneted: This design fo band edy 9enth. pemnelss shown and I. to, an IndMdual beildb,consonant. Applicability at doelp, p000n,otn,n and Hope Incorporation ofscreamers Is the wopeofblblye1the bullifing d0015nn1. Design presence the top and boSon, shonde lobe laterally braced ol 7e.c. and ollso.e.mopndlnefyo,dno,braced Aneugho,,l their length by oenlfrsn sheathing m,,ho,pIp000d oheoihinS(TC) endbed,yunll(BC 2. 2K Impact bddelre or lateral bedos requited o.froro ehee.,, ** 4. not olbelen of I,oso I, the moperdbthly of the ,eopselioo nunveote,. B. Dndno.monnotooeno 01010 be used lee nsne,,noslvos,Wfro,e,00l. and o,e for *dry e,ndfa,f slAte. a Design Cowan,, fed bnedns lieS .oppels ol,oam 51,6, on endSn S 000esoo,y. 7. Dedpioewu,nooed,quale dnIonge Isprooidnd. B. Plme,d,eflbsbseied snbothfooesofeoes. arid placed ,oth&,eenior IS,,, sob,dde ,dth jobs e,,d,rh,o,. 5. DigitsIndicate size triplets brInches, lB. For bade ,om,edor plate deep sabres sea ESR.1311, ESN.ISSS(MIT.b) April 25,2016 April 25,2016 This design prepared from computer input by Aloha Truss CBC2013/ZBC2012 MAX MEMBER FORCES 4WR/GDF/Cq-1. 00 1- 2(-1598) 0 1- 7-(0) 1340 2- 7-(-367) 36 2- 3=(-1407) 0 7- 8=(0) 885 7- 3-( 0) 547 3- 4=(-1405) 0 8- 5(0) 1336 3- B=( 0) 544 4- 5(-1595) 0 8- 4=(-363) 30 5- 6( 0) 47 BEARING MAX VERT MAX NORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) (1: 0.0" 0/ 961V -74/ 69H 5.50:: 1.54 OF C 625) 23- 5.5° 0/ 1075V 0/ ON 5.50' 1.72 OF C 625) LUMBER SPECIFICATIONS TC: 2x4 OF 02 BC: 2x4 OF 42 WEBS: 2x4 OF 02 TC LATERAL SUPPORT (= 12 10C. LION. BC LATERAL SUPPORT <. 12"0C. LION. OVERHANGS: 0.0° 19.6" TRUSS SPAN 23- 5.5' LOAD DURATION INCREASE ° 1.25 SPACED 24.0° O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD 34.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD - 41.0 PSF BOTTOM CHORD CHECKED FOR A 20 P55' LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL -0.044" 9 8'- 0.0' Allowed 0.75111 MAX TL CREEP DEFL -0.118" 9 81- 0.0" Allowed 1.127° MAX LL DEFL - -0.006" 8 251- 0.3" Allowed 0.109" MAX TL CREEP DEE'!. - -0.012" 0 25'- 0.3" Allowed 0.163" MAX HORIZ. LL DEFL ° 0.018" C! 23'- 0.0" MAX HORIZ. TL DEFL 0.038" 9 231- 0.0" Wind: 110 mph, h-15ft, TCDL=8.4,BCDL4.2, ASCE 7-10, (All Heights), Enclosed: Cat.2, Exp.B, MWFRS(Dir), 11-08-12 11-08-12 load duration factor=1.6, Truss designed for wind loads 6-01-10 5-07-02 5-07-02 6-01-10 in the plane of the truss only. 1 1 ,. .I• 1. __________________________ 12 12 [Max CSI: TC:0.53 BC:0.53 Web:0. 6.00 ' I IM-4x4 Izq 6.00 4.0" 8-00 7-05-08 8-00 J. <FL: 10-00-00 23-05-08 ).1-06 JOB NAME: Buena Vista Lot 3 - Dl. WARNINGS' I. Bdldc,eademctls.cs,beute, .1mM be educed clad 0ece,W Net.. cad Wcndnge beta. ceelRuntlees,ee.nc.s. 5i4ea1eyen11cnw.bb,ecb.g mueb. InNelled slime dices,. Mdillc,.et tempo" bracing to been ctb!iUy dwirV bib. ,yss!bllly of the erects,. Additional permanent brcch,gcl the cimbel .tnmtee I. the ,eepesibSlyctthe bdldlm design.,. 4 No Iced ulsuid be epyled to cnn ce,,peews mUl .Rc, e8 bicd,8 and fadteeee are amasses and at no beat ilsuid arty lead. Waster than design lead. be applied to ,nycenpccent IL CeepuTnahe. na soned Sn., and asevereas,scispsedbiby an lIe fabd,lsndlinn. .Npeed and bstdall.ncicomponents. 6. TWodeftnishmrdehedaLdgMtoftWMUesoefwthbry TPIlWTCAin 8051. cup!.. cinnlddi cli be fumbled upon request. MITeR USA, IecJC.mpaTnas Software 7L7.SPS(IL).E Scale: 0.2654 GENERAL NOTES. sides. .55,51,. islet 1. nd. design Is based .,dy up..!!,. pemmetei. .5cm. and I. Ic, an individual bulding ealepeemit thppReablEty at deup pmsm.tsm and peeps, bea,pmalinectcarpenters Isib r.npmsiblUyel0ie bdldbli designer. 1 Design euum.st tbe tap and bess,, chmdnte be Islandy bieced 01 Yet mid etlOte ,.upectivcly u,de.e based 8uouhcuI lb.!, length by ccuidinauu .heatNng audit csptywc.d eheatllbi(TC)andlo, d,bsalllgC). I S,tepad budging ci Iet.,sl bracb, required She,. clean a. 4. hu.talietlen of Runs Is the reupmidbilily at the respective contractor. S. 0eu15n .umee.tcaces are to be used In ,secm,a.l,e endienleent, and cue fcr'd,y ceidUsU' alum. S. Design eueun,e.bd taming cl.11eappmt.cbnse Ehb,, or wedge U n.cec.a,y. 7. Design umum.sadequate dm555, I. presided. a c:.s shell be located enbelbtesesetbus., end placid.. thth card., linus coincide clihlcb.t cede, tine.. S. OIls IndIcate itote of plale Inlisha., 10. For basic cmmeelmOft design v.be.tons ESR.1Sll, ESR.1838 (MJT.5) Truss: Dl DATE: 4/25/2016 SEQ.: K1926329 TRANS ID: LINK Scale: 0.2529 GENERAL NOTES. when decades noted: This design Is based o,dy open the porornetem shown and I. An nnindofdaol bdldl,tg component. hpploobthtyof donlp, parsnr,ters and proper lnoonpototl000toompooant toUreennponnAiUysftheb,didlt denigne,. 0oelgt,o,,wnes the top oral bctts,, chord. to be lainrofty brocad or 7e.s.wWatitfo.c.respecUvalyudmbmodftoughwAth.drkngthby consensus sheathing such oopltraosd ,heothfrtg(TC) ondlon d,tansii(BC). & Zx Impact bndirg or loterel broth,g reeked where otean, a, 4 bredhotoeoltoestotheteg,orrdtetlydttte renpectine e,ntmotcr. a oenignnwaneslrtsowore to be wed no ,ors.00,noalvee,rnleoronn,R end orefon'&yconditloo'ofrrne. a Design assume ftdl basing at all oappsts clown. Shim or wedge if esoenoony. 7. oedgno.nrirne,adeqoato dreinogo inpneeldod. a Plate, ,bafl ho located en bstbfoce. of Ins,, cod placed oo their center htes Coincide with Juba cent,, brow a 040o1rd10at0 elan of plato in holes. Ia For basic connector piece design rsho.weESR.1311, EB11.15119(MITsIO April 25,2016 .c6o'84 XP 08130/16 LUMBER SPECIFICATIONS TC: 2x4 OF 02 BC: 2x4 OF 02 WEBS: 2x4 DY 02 PC LATERAL SUPPORT < 12110C. DOW. BC LATERAL SUPPORT ( 1211OC. UON. OVERHANGS: 19.6" 0.0" TRUSS SPAN 23'- 5.5" LOAD DURATION INCREASE - 1.25 SPACED 24.0' D.C. LOADING LI.) 20.0)+DL( 14.0) ON TOP CHORD - 34.0 PEP DL ON BOTTOM CHORD 7.0 PSI' TOTAL LOAD 41.0 PSI' BOTTOM CHORD CHECKED FOR A 20 PSI' LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSI'. This design prepared from computer input by Aloha Truss C6C2013/IBC2012 MAX MEMBER FORCES 45R/GDI'/Cq-1. 00 2( 0) 47 2- 7-(0) 1336 3- 7-(-363) 30 3-(-1595) 0 7- 8-(0) 885 7- 4-( 0) 544 4(-1405) 0 B- 6-(0) 1340 4- B-( 0) 547 5-(-1407) 0 B- 5-(-367) 36 6=(-1598) 0 BEARING MAX VERT MAX MORE BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" 0/ 1075V -69/ 14N 5.50" 1.72 DY C 625) 23'- 5.5" 0/ 961V 0/ ON 5.50" 1.54 DY C 625) 11-08-12 11-08-12 6-01-10 5-07-02 5-07-02 6-01-10 12 - 12 6.00 " 11M-4x4 ' 6.00 - 4.0" VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LI. DEFL - -0.006" 9 -1'- 6.6" Allowed - 0.109" MAX TI. CREEP DEFL -0.012" 4 -11- 6.8" Allowed 0.163" MAX LL DEFL - -0.044" 9 15'- 5.5" Allowed - 0.751" MAX TI. CREEP DEFL -0.119" 9 151- 5.5" Allowed - 1.127" MAX HORIZ. LI. DEFL 0.019" 9 231- 0.0" MAX NORIZ. TL DEFL 0.036" 9 231- 0.0" Wind: 110 mph, h-15ft, TCDL-8.4,BCDL-4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 4ax CSI: TC:0.53 BC:0.53 Web-0.10 I I 8-00 7-05-08 8-00 J, L 1-06 <PL: 10-00-00 23-05-08 JOB NAME: Buena Vista Lot 3 - D2 WARNINGS: Truss: D2 Budget oral e nfreoto, OWN be nd,toed of all General Notes and wand,9,before casortloscs,nmeoces. h4oenrpresoionwere bracing tmre be toWelled Wt,e,e .fese,. Addatoerd tonpa,oty brocIng to boone ntobfby sake construction In the reoporeitolily of the wector. Mdftional pennetoes 6r00to901 DATE: 4/25/2016 the echeblbe hasponallo1eirefIbebaldbgde&nnr. SE K1926330 Ne,ore oppfled fo.iene,o placarded e,dn,e ,hmdd eny load, greaten then TRANS ID: LINK doelgoleaddbeoppliodtoanyoompee,nt. CorepoTne besoacechd eon, oral owenre, no espoocibctty fonthe fobrfoslios. hendlbg. otbno,o and b,nlotalbe, sfcernpnoorreo. No design I. totntohad subject to the Iboifotlo,, .et foal, by TPIIWTCAInBCBI. copes of which will be furnished upon request. Mrreb USA. lncJCompuTiug Software 7.6.7.SP2(IL).E April 25,2016 LUMBER SPECIFICATIONS TC: 2x4 OF (#2 BC: 2x4 OF 02 WEBS: 2x4 OF 112 TC LATERAL SUPPORT ( 12"0C. DON. BC LATERAL SUPPORT < 12"OC. LION. OVERHANGS: 19.6" 0.0" TRUSS SPAN 23'- 5.5" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. WADING LL( 20.0)+DL( 14.0) ON TOP CHORD - 34.0 PSF DL ON BOTTOM CHORD - 7.0 PS)' TOTAL LOAD 41.0 PSF BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. This design prepared from computer input by Aloha Lumber & Truss, Inc. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 2-) 0) 47 2- 7-(-646) 732 3- 7-(-468) 183 3(_798) 602 7- 8-) -16) 52 7- 4-(-702) 540 4(-189) 240 8- 6(-657) 742 4- 8-(-693) 534 5-(-201) 251 0- 5-(-470) 191 6(-799) 685 BEARING MAX VERT MAX HORS BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -229/ 407V -916/ 1019)4 189.50" 0.78 OF ( 625) 0_ 0.00 -62/ 664V -1143/ 1164M 189.50" 1.06 OF ( 625) 15'- 5.5" -51/ 687V -1172/ 1150H 109.50" 1.10 OF C 625) 23'- 5.5" -245/ 489V -1024/ 924H 5.50" 0.78 OF C 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL - -0.006" 9 -1'- 6.8" Allowed 0.109" MAX TL CREEP DEFL - -0.012" 0 -11- 6.8" Allowed - 0.163" MAX BC PANEL LL DEFL - -0.086" 9 191- 6.3" Allowed - 0.356" MAX BC PANEL TL DEFL - -0.063" 9 191- 6.3° Allowed 0.475" MAX HORIZ. LL DEFL 0.007" 9 0'- 3.3" MAX HORIZ. TL DEFL -0.000" 9 01 - 3.3" 110812 110812 (COND. 2: 2500.00 LBS SEISMIC LOAD. I I 1 Wind: 110 mph, h-15ft, 2'COL-B.4,BCOL-4.2, RACE 7-10, 6-01-10 5-07-02 5-07-02 6-01-10 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), 1 It 1 load duration factor-1.6, 12 12 Truss designed for wind loads 6.00 ' M4x6 6.00 in the plane of the truss only. 4.0" Max CSI: TC:0.58 BC:0.38 Web:0.53 I I M-2.5x4 " "'' M-2.5x4 J. . .1. .1 8-00 7-05-08 8-00 .1. 1-06 <PL 10-00-00 23-05-08 JOB NAME: Buena Vista Lot 3 - D3 WARNINGS: I. Bdlon, and rnnotlenonatracte .lw,,ld be eddied 0101 0000,11 NoSe and Wandnge before onootnadlono.mmenc.n. 2. 2a400m9,enntonwebbossing moot be h,nlI,IIad when. .hoen*. I Addotnad laepeey bznclog 10 1,5010 stability dabS Conolnadlon In the relpnadbthly of lire creator. Additional ponnnne,I b,00105 of the 0,0,011 .S,elee Is the rupnadbity of the bdldbg designer. 4. No lend .lro,dd be applied to onycompo,rerrt well efterel brncbS and fo.tnnem ore complete and etnotints .be,dd nay 1.141 ornate, than design loads be applied In .nyconpe,enl. A CoepuTn,e be. no 0001,01 on.r .04 uaurnee no renpaantbttdy bribe fnbden&oRlrnndttg. shipment and brntnlotleeofoomponm,tu. A lid. dnotnIefurddtred eob)ecltstho tmtlstlooe eel beth by TPIM'ICA&IECSl, ooplonwfndddrndl be furnished upon regent MiTch USA. IncJCompul'nin Software 7.6.6(IL)-E Scala: 0.2529 GENERAL NOTES. ,adae,.5,endne ,wlnd: I. TN. design 11baud only upen the pommetw. .hosn and to boron lndMd,sf bdldhrg monp000nt. Applloohility of dents,, Poro,nites and proper Inonrpor.lina of component In theresponsibility of the bthldlre designer. I Design cowman the lap and boSom olerde lobe late,efty loaned 01 7a. and atl0ox. re.peolbSly onle.s braced ll000glorol their length by conlherneesheathing inch on plywood! olraathtng(Tc) .r,dlnrdryonll(Bc(. Wmpadbrldgtr,o.rlotnrolbreolroreqdradwheneetwwn*, Installation of mass lethe responsibility oithe ronp.otloncott1,ectar. A Dn.tEn 0.0,0000 lrt5lee are lobe used Inn nnmco.roefoe en*anmenl, end .w for 'dry oowhllorfnfe. A Ce&gnn.wanno fog bsa,hg 01011 mlypOtB efr000L SNot or wedge If nnoee.srth 7. Onefgn .uomen odnq,ate d,ala.g. I. prodded. A P1.101 stratI be located an both Inca. ohm... and placed so their neater thee Cobwtd, eilh).lal .0,11., thou, 9. DIgit. lr,d1.ato .11.01 pInto In brchrei. IC. For basic aornroatnrPalo design natueeone ESR.I31I. ESR.I0S8(MITeb) Truss: D3 DATE: 4/25/2016 SEQ. : K1926331 TRANS ID: LINK LUMBER SPECIFICATIONS TC: 2x4 OF ((2 BC: 2x4 DF ((2 WEBS: 2x4 OF (#2 TC LATERAL SUPPORT < 12CC. 00W. BC LATERAL SUPPORT ( 120C. 00W. OVERHANGS: 19.6 19.6° TRUSS SPAN 151- 6.0' LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD - 34.0 ESP DL ON BOTTOM CHORD 7.0 ESP TOTAL LOAD 41.0 EST LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 109SF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. This design prepared from computer input by Aloha Truss CBC2013/IBC2012 MAX MEMBER FORCES 4HR/GDF/Cq-1.00 2-) 0) 47 2- 8=(-1329) 1958 3- 8(-472) 313 3-(-1135) 406 B- 6(-1329) 1956 B- 4-) 0) 388 4-) -710) 146 B- 5-(-472) 313 5-( -710) 146 6-1-1135) 406 7( 0) 47 BEARING MAX VERY MAX MORE BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -132/ 742V -2500/ 2500M 5.50" 1.19 Dr ( 625) 15'- 6.0' -132/ 742V -2500/ 2500W 5.50" 1.19 DF 1 625) 0 C VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL -0.006" 0 -11- 6.8" Allowed - 0.109" MAX TL CREEP DEFL - -0.012" 9 -11- 6.8" Allowed - 0.163" MAX LL DEFI. - 0.024" 9 11- 5.9" Allowed - 0.486" MAX TI. CREEP DEFI. - -0.044" 9 71- 9.0" Allowed - 0.729" MAX LL DEFL -0.006" 9 171- 0.8" Allowed 0.109" MAX IL CREEP DEFL - -0.012" 9 171- 0.8" Allowed - 0.163" MAX HORIZ. LL DEFT. 0.026" 11 0- 5.5" MAX HORIZ. IL DEFL - -0.034" 11 0'- 5.5" ICOND. 2: 2500.00 LBS SEISMIC LOAD. Wind: 110 mph, h15ft, TCDL8.4,BCDL4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.30 BC:0.53 Neb:0.13 4 7-09 7-09 4-00-14 - 3-08-02 3-08-02 4-00-14 12 12 IIM-4x4 ' 6.00 6.00 ' 4.0" 7-09 7-09 J- 1-06 <PL: 9-00-00 15-06 1-06 JOB NAME: Buena Vista Lot 3 - EG WARNINGS: Truss: EG I. Bdlda, and ewdion 'snlsete .t,oetd be edetnod at all Genatol Note, and before construction s,n,mese.. Z 2x4 compreslonwb bn,,b,B awN be installed wtoneslswn. Additionaltetayesy bteeb,0 to totoe spaildfitydetino aee,ttealon ts the responsibility aflho emote,. Additional pomtenoa trading of DATE: 4/25/2016 ttsevlateto the responsibility ot the btSdbdnsnn,. SEC K1926332 Noteodotoo beoypflode any aa,npono,dtatt500natteath9and - sawsa,nyletao,,d N's Into should NT badse tam than TRANS ID: LINK design be applied to any ootnpottant R cotnpsTna toe'sontital even and oonote, to resporaildlilyfar the tabtlmho, hndth, aliyma,d end ba.loempo,tatll. a lids daen In tembihed ssb(nelte Ilta hetelera set tenth by TPIIWTCA in BESt. 'spIe, olettloln teS be tmhehedepeomqtaot. Muck USA, IncJCompuTnls Software 7.6J-SP2(1L).E Scale: 0.3382 GENERAL NOTES, utda,,otha,stoe natod: 1. liUdatig,, . boned omdy 0.900th. petetnntots stew,, end is ten en tndtefttst b'saNTnpSsebEtyold'st6,, petenratew end papan Inoa,potetlonoteawpot,ant cOhn r.epottalbftty alto, bttitdino dastnn,. R Design aenentnathe top and batten attend, to be laterally boned at Ye.,, and at 19 oz. ,nepnotboetywdess bused tInnut,aei their lanyth by set,tltwaa ettoattdng ranch car ytyse,d nl,notPdtt(TC) endlen dtyeutttBct a 201nry0dbtide1t.050t51em01btntht5 raqeond shame nOreen,. 4. htotetlatlenetteaelathe responsibility older respective contractor. S. Dealoneonnt,eteawne an. to trained I, a ,noo.oenre,toeme*ennn,l, and ow ten 'dty oeodlliefl' steno. S. Design essena.fall boetttg Met ,toppe,te sheen SIAn or, ondge6 n0005sety. 7. Dnaloneswotnns ednqeatn drainage to ytesided. a Rate, .Itett be losetad a, both ton, ales,,, nod ptooad eathefraaotnr line, aebrelde sith jthtt ea,tnn Ito,, a 0lyitsb,Jisdo be of plate in Itoh,,. Ia Far be* ee,mede,plotn design oetoeesee ESR$311. ESR-IOS8 (IATeb) April 25,2016 LUMBER SPECIFICATIONS TC: 2x4 DF 02 BC: 2.4 OF #2 WEBS: 2.4 OF (#2 TC LATERAL SUPPORT < 12°OC. UON. BC LATERAL SUPPORT <- 12"OC. LION. OVERHANGS: 19.6" 19.6" TRUSS SPAN 15'- 6.0" LOAD DURATION INCREASE 1.25 SPACED 24.0° O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD 34.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD - 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. This design prepared from computer input by Aloha Lumber & Truss, Inc. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq-1 .00 2-( 0) 47 2- 8-(0) 798 3- 0-(-255) 19 3-(-970) 0 8- 6(0) 798 8- 4-) 0) 388 4-(-710) 0 8- 5-(-255) 19 5=(-710) 0 6(-970) 0 7( 0) 47 BEARING MAX VERT MAX HOPE BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" 0/ 742V -46/ 46H 5.50" 1.19 OF ( 625) 15- 6.0" 0/ 742V 0/ ON 5.50" 1.19 OF 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL -0.006" 0 -1'- 6.8" Allowed - 0.109" MAX TI CREEP DEFL -0.012" 0 -1'- 6.8" Allowed - 0.163" MAX IL DEFt, - -0.017" 0 71- 9.0" Allowed - 0.486" MAX TI CREEP DEFt, - -0.044" 0 71- 9.0" Allowed - 0.7291- MAX IL DEFL - -0.006" 0 171- 0.8" Allowed - 0.109" MAX TL CREEP DEFL - -0.012" 0 17- 0.8" Allowed - 0.163" MAX HORIZ. IL DEFL 0.008" 0 151- 0.5" MAX HORIZ. TI DEFL = 0.017" 9 151- 0.5° 7-09 7-09 4-00-14 3-08-02 3-08-02 4-00-14 12 12 6.00 P, IIM-4x4 6.00 a 4.0" Wind: 110 mph, h-15ft, TCDL8.4,SCDL4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. IMax CSI: TC:0.30 BC:0.53 Web:0.07 4 7-09 7-09 1-06 <PL: 9-00-00 15-06 1-06 JOB NAME: Buena Vista Lot 3 - E Scale: 0.3382 WARNINGS: Truss: E I. Bstde, end StetSon oett,eator stasid be embed of oil General Note. 2. Sleeteyseonlon web btethg float be bmtelled wbws Sheen,. 3, Additional temporary bsthg to bees etability dteftç cenotnellee 111110 ,enpendhmty of ft emote,. nddttevel pem,ene,t ImarIng of DATE: 4/25/2016 the werall strusturelo Set reopendbfty.fltmbdtdlWdeotgner. SEQ. : K1926333 4. Ne load Mould be applied le,nynepd wild aft all b,edtgand 6s1e,es are complete and of no time .henld any feeds greater then TRANS ID: LINK design leads be applied loe,tycsnpenenl. R CetepeTna I= re control over and eoeemes no re.p.,olbfty to, the f.bdcatlenk bendIng, sNpn,e,0 and b,nteflotle..foompoeent,. S. TN. denfn I. futrdohed .eb)eotte Ito Ihetetlee net lash by TPIM'ICAb, 8151, copleut of rAId, net be fumlehed upon request. MITch USA, IncJCompuThis Software 7.6.6(1L).E GENERAL NOTES, lade.. efl,e,v,lee noted: I. ltd. deelge Is based orgy upon the parameters .h.wn and I. tor an Individual bdtdbg e.tnpoewvt. tlpplhebitity eldw&on peremete,s end paper h,00lpn,otl000tcempenete 11610 reep.nnlblllty Of ft b,dtebg deafen.,. 3, Deafen euwea. the top and bottom cl,o,ds to be Iete,e!y bleed at 2o end CI t0.. raape.tlnely unless bmcedllnoogh.d theIr begth by antltae.a.heetfstg such as plywood shaething(TC) orate, dtywe111(8C). a Stimpeel b.Id0hg eletetel btec1n5 ,eUlred whe,o .1mw,, ** 4. belotlaton of SAne 1161. roeponolbtlty of the .eepeotla000nt.ecten. S. DeafEn enema. It%aees one lobe wed toe eomco,re.fae envlrenment. end ete fo,'d,y oendilief efea.. 61 Design cowan.s fell bearing at all supports shown. Shim en end5e if nenoaeey. Daaln assumes adequate d,ehsgel,ptenWed. Plates .bat be heated a., beth tone. of tea., and placed ee theIr lenten lno.eatnetdeefth).b4c0t110,ftoei. DIgit. Itolleofe sloe of plate In Inch... 161 For beale aoveeote, plot. design netue.eve EMI 311. ESR.Ia88(MlTeI1) C60384 -xP. 0613C!,16 1*1 April 25,2016 April 25,2016 This design prepared from computer input by Aloha Lumber & Truss, Inc. TRUSS SPAN 15- 6.0" LOAD DURATION INCREASE 1.25 SPACED 24.0' O.C. LOADING LI,) 20.0)+DL( 14.0) ON TOP CHORD 34.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CRC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-09 FOND, 2: 2000.00 LBS SEISMIC LOAD. I Wind: 110 mph, hw15ft, TCDLw8.4,BCDL4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, HWFRS(Dir), load duration factorw1.6, Truss designed for wind loads in the plane of the truss only. frdote:Truss design requires continuous bearing wall for entire span (ION. Ida,, CST, ¶eo.27 50,0.06 Weh,n.ly I Truss designed for 4x2 oUtlookers. 254 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are 7-09 permissible at inlet board areas only. LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 OF #2 WEBS: 2x4 OF #2 TC LATERAL SUPPORT < 12"OC. DOW. BC LATERAL SUPPORT < 12"OC. 00W. Staple or equal at non-structural vertical members Won). 4-00-14 3-08-02 3-08-02 4-00-14 1 12 12 REFER TO COMPUTRUS STANDARD 6.00 ' M-4x4 6.00 GABLE END DETAIL FOR DETAILS M-2.5x4 M-2.5x4 7-09 7-09 J. 1-06 <PL 9-00-00 15-06 JOB NAME: Buena Vista Lot 3 — EG1 WARNINGS: BoW., and eredon on,050to, nhonld be eddood of oPGenomf Notes o,dWa,thgn before constuctionoasmenoe. 5n4 nen,p,enelon web bmos,B nroni be I otalledwtese Oboe,,,. Additional terpmwybracing to broere otobBy doing oorobodleo I, the .nop000ibThly of tho mentor. Addinral pennolsat leeatrg 01 ft evo,sll ntnatnre Is the ,eopnnothBly of tha budding designer. No food ntradd be oppied to any esnrpa,enl onld 060,0! b,od,gerd fladenamote complete and airs bee olsntd any load, greater thor, deep load. be eppfod to aoyoenrperont n. CorepaTha Iron no 000601 over and sesame, no ranporsitoldy for the bb,ioaIIon herdfog. nt4nrom and inotaloibe o1aornpn,eat B. This dnalgnb (onfohod 6a14oa1 In the i.eilabor.o Oor fetir by TPIIWTCAin BCSl. oof000 01 which o6 be far,dohedapenrnomel. MiTch USA. lngiCompol,un Software 7.6.6(IL).E GENERAL NOTES. Urine. otheredee noted: INn design I, booed ordy upon the pe,oeretorn lAss, and bin, an tndMdanl bidldbp not,, Appiketftal design parameters and proper em0,pemtionntoarnps,.ent istlro rooponnibility ellfro bobtdirg designer. Deoi5nuesmno the lop and bole,, dm01, to be lateroty brnoed at 70 oral shOes. renpeativnlya,.leon b,sged thtnoghorfl their tnnglh by annirnars oheatidop such an plyaood nhesilrbtg(TC) andbr dryoall(BC). 2. blrnpeot bridging nr Wheat bnthgreiprbed whom nhnanm* 4. trotleflation of more I, the renpnndbllity at the ,eopnatloeesrrlrndor. B. 0enignenoonns loan,, ore to be Used Are ean.ao,realseenniwmrent, and am for dry nondidef of rae. B. Design assume lldlbearingol o6 oeppwta shoe,,. SW.n or wedge if necessary. 7. Design eo,srnonadequate drnhrege i, presided. B. Platen ohofi he lod or, both boos Of Irons, and planed os theIr non,,, U.-hoddowithjudracerdarlince. 9. glplto halest, nbc nf plain in lad.,,. IA For bad, onesean, idol, deolgn aba, one EBR.1311. ES14.10513T6Tnli Truss: EG1 DATE: 4/25/2016 SEQ.: K1926334 TRANS ID: LINK 23-05-08 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE - 1.25 (Non-Rep) LOADING TC UNIF LL( 40.0)+DL( 28.0)- 68.0 PLF 01- 0.0" TO 81- 0.0" V TC UNIF LL( 100.0)+DL( 70.0)- 170.0 PLF 81- 0.0" TO 15- 5.5" V TC UNIF LL( 40.0)+DL( 28.0)- 68.0 PLF 15'- 5.5" TO 231- 5.5" V BC UNIF LL( 0.0)+OL( 35.0)- 35.0 PLF 0'- 0.0" TO 23- 5.5" V TC CONIC LL( 373.3)+OL( 261.3)- 634.7 LBS 8 8'- 0.0" TC CONC LL( 373.3)+DL( 261.3)- 634.7 LOS 8 15- 5.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. This design prepared from computer input by Aloha Lumber & Truss. Inc. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq-1 .00 1- 2-( 0) 46 2- 9-( -26) 3414 3- 9-( -30) 210 2- 3-(-3996( 64 9-10-(-138) 4064 9- 4-( 0) 702 3- 4(-3966) 92 10- 8( -38) 3420 9- 5-(-732) 154 4- 5-(-3526) 88 5-10-(-720) 154 5- 6(-3526) 92 6-10-( 0) 704 6- 7-(-3968) 94 10- 7-( -40) 152 7- 8(-4000) 74 BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" 0/ 233EV -45/ 50H 5.50" 3.74 OF ( 625) 23'- 5.5" 0/ 2223V 0/ ON 5.50" 3.56 OF C 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL -0.002" 8 -1'- 6.8" Allowed 0.109" MAX TL CREEP DEFL - -0.003" 9 -1'- 6.8" Allowed - 0.163" MAX IL DEFL -0.070" 8 111- 8.8" Allowed 0.751" MAX TI CREEP DEFL - -0.174" () 11'- 8.8" Allowed - 1.127" MAX MORIZ. LL DEFL - 0.030" € 231- 0.0" MAX HORIZ. TL DEFL - 0.059" 8 231- 0.0" LUMBER SPECIFICATIONS TC: 2x4 OF 02 BC: 2x4 OF 02 WEBS: 2x4 OF 02 TC LATERAL SUPPORT < 12CC. DOW. BC LATERAL SUPPORT ( 12CC. DOW. NOTE: 2x4 BRACING AT 24-IOC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.6" 0.0" ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at 9" cc in 1 row(s) throughout 2x4 top Chords. 9" cc in 1 row(s) throughout 2x4 bottom chords, 9" cc in 1 row(s) throughout 2x4 webs. Wind: 110 mph, h15ft, TCDL8.4,BCDL4.2, ASCE 710, (All Heights), Enclosed, Cat-2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 7-10-15 7-07-10 7-10-15 I 1' Wax CSI: TC:0.45 BC:0.57 Web:0.18 I 3-11-12 3-11-03 3-09-13 4-00-04 3-08-12 3-11-12 12 4634.70€ 111 $34.700 12 6.00 P, M-4x6 04-7 q.d M-4x6 IZQ 6.00 in CD 0 :1 7-06-12 8-04 7-06-12 .1. .! 1-06 <PL: 10-00-00 23-05-08 JOB NAME: Buena Vista Lot 3 - F-Hi Scale: 0.2778 Truss: F-Hi DATE: 4/25/2016 SEQ.: K1926335 TRANS ID: LINK WARNINGS: 1. SOldered session oestradoroteddbo addled Olaf Oelmd Notes ondletimthgs betomoo,lotn,0liaboelrmemes I 5,4 conlp,000lonwab boothg moot be bstolled whore dale,.,. dddots,at temporary b,sthg to bwae olob(l(ly d,ahlg oonstsaflon Is tho reopo.s(bSty 018,0 erector. Additional permanent 1,0110501 the sesfl Ontotee In the reopaolbSty of Ills bdldll10 deolanor. No load olelid be 099110,1 to any 100potloni soft oSe, all brothg and faote,lersa,e complete and at no lIne .hautd any load. 0100101 than dedgn load. be applied Is any component. A CanyaTots has necoeld one, and aiwoose no responsibility far the fobdealleit hearing. sfdymolO and ilstotatt500foamyonent,. A ml daols to fumlofod .eect to the tln,Itst(am lOt 10,11, by TPIAVTcA In SCSI, copt000lwhich will be fanlehed open request. MITeR USA, IncJCompuTnis Software 7.6.8(IL).E GENERAL NOTES. ,Ol0000thondlo 10004: a. This design Is baled o,dy uM the pa,omoto,s sholen and is loran lldddaal ba1141n5 cellIp000llt. tipt4lcabl(lly oldnd5ll pllofllltelo and proper hempo,otionoloenpsnont Is ft ,00pe,lolbttiy of the biddIng dantOne,. 1 Designoolemes the loped boSom Chad, to be Ia10,01y booed at P.m and of Ipso. respectively odeee booed Oea,gfloal 1901, Ieo51h by conknoteds shooting loSt, ooplyosod .heottdng(TC) 00415, dlyast(BC). I Solnlpeot bddl,ç 01 lateral bloolog ,eqafred whole st,0,0,1 * * 4. InSaltatlos of boos Is the responsibility of tile respeculse 0011110010,. A Design l.lunestn,olaoore tab. and ine ,lafl.coneotyo esebs,mmel, and era far dIyOotlditlolf of 000. A oe&ya ouumeo fat beollny at all supports shown 8111110100400,1 n000anly. 7. Design demands adequate drainage I, provided. A Plaleo.11ollba located an both Isoesof hub, and planed 00 Sell cellar lleo.00lndde sllhjoffil 0011401 Inel. 0. 0llsl,dlcats ISO of plate In (lithe. IA For battle cal001torplate design oetae5000 RBR.1311, E6R4008(MITeI,) R 06139116 April 25,2016 - This design prepared from computer input by Aloha Lumber & Truss, Inc. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=l.O0 2-( 0) 47 2-11-(0) 1364 3-11(-141) 21 3-(-1624) 0 11-12-(0) 1413 11- 4-( 0) 356 4-(-1427) 0 12-10-(0) 1371 11- 6=1-258) 24 5( 0) 0 6-12-(-247) 25 4- 6-(-1227) 0 8-12-11 0) 357 8-(-1228) 0 12- 9(-148) 31 8( 0) 0 9-(-1429) 0 9-10-(-1629) 0 MAX VERT MAX HORS BAG REQUIRED ERG AREA REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0/ 1075V -45/ SON 5.50' 1.72 OF 6 625) 0/ 961V 0/ ON 5.50" 1.54 OF 6 625) LUMBER SPECIFICATIONS TRUSS SPAN 23'- 5.5" TC: 2x4 OF 02 LOAD DURATION INCREASE - 1.25 BC: 2x4 OF 02 SPACED 24.0" O.C. WEBS: 2x4 OF 1)2 LOADING TC LATERAL SUPPORT C 12"OC. LION. LL( 20.0)+DL( 14.01 ON TOP CHORD - 34.0 PSF BC LATERAL SUPPORT < 12"OC. VON. DL ON BOTTOM CHORD 7.0 PSF TOTAL LOAD 41.0 PSF NOTE: 2x4 BRACING AT 24"OC VON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP BEARING OVERHANGS: 19.6" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS 0'- 0.0" 23'- 5.5" - VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LI. DEFL - -0.006" 0 -11- 6.8" Allowed - 0.109" MAX TL CREEP DEFL -0.012' 9 -11- 6.8" Allowed 0.163" MAX LI. DEFL - -0.051" 9 111- 8.8" Allowed - 0.751" MAX TL CREEP DEFL or -0.129" 9 111- 8.8" Allowed - 1.127" MAX MORIZ. LI. DEFL - 0.022" 0 231- 0.0" MAX MORIZ. TI. DEE'!. - 0.045" 1! 231- 0.0" Wind: 110 mph, h-lsft, TCDL"8.4,BCDL4.2, ASCE 7-10, 9-10-15 3-07-10 9-10-15 (All Heights), Enclosed, Cat.2, Exp.B, MWERS)Dir), load duration factor-1.6, Truss designed for wind loads 3-1142 30812 20207 10913 1-0913 20207 30812 3-11-12 in the plane of the truss only. I 1 1' 1 1' 8-00 8-00 Max CSI: TC:0.30 BC:0.56 Web:0.12 I 4' 4' 7-06-12 8-04 7-06-12 .!. . 1-06 <PL: 10-00-00 23-05-08 JOB NAME: Buena Vista Lot 3 - F-H2 WARNINGS: Truss: F -H2 Bddene,de,e5lovesnlrosts, .levdd be odolsed ci oil Genonol Nols, and VVwdMs before constractlancernmences, be cenpoesels, web b,sd,g cool be in,10lled 515,5 dean . dddolercl lennosnory beth9 Is Insane ethllly danlng es,,ene,sle, Is the noponsibilityolIhe ensue,. Md&Ieet penn.aners breeln of DATE: 4/25/2016 the ea coach. b the reoeAthyer the b51dhnode,ne'. SE Q.: K1926336 N,Mbe applied le any snrdu,ddolonol leasing call fs,Ierse one rs,nplde and no lime vhedd ony loads greener than TRANS ID: LINK clasign lease be applied to any cornporead. S. CsnnIs,Tha has a eellml ever and snoanne, noaspsnodb&iyle,tiw fsbrleenlsnr. lovellinti,ithipmentsndl,mtauolioe ,leee,po,nerds. S. This design In Itenishede,b(e,lle the lbnllaOeen we fell. by TPIMfTCAin BCSI.oepie,sf which will befo,ndohed upon reqaenl. MiTe), USA, IncICsmpuT.un Software 7.8.6(IL).E Scale: 0.2529 GENERAL NOTES. annIe,, 055mb, noled: 1. This design I, baud edy open the ps,emenens sheen and I. for en indaddaal bdlnoeepere,nL dpp0esMAyeldeslgn parerneter, end pneper Ineonpes5nnsfcsnnpsnnnnf le the re,pemlbilly elAn b.d1dh9 denigner. Z Cosign ennasnee the top and boIse shed, to be Isterally bossed at Z,. and stI0e. nenpellieslyandess bessel finagled their length by congeners sheathing such as plywood ,heal4r(TC) sndler dri'evll(BC). a 2N Impact bnIlr6 eleterol brading reqded ,dnene shovels, 4 IrrolnlbnI,e efblsslnthe 1e5peatb51y51the re,podh's s,tnt,sdsr. S, Design ena,nnee ross,,, ore Is be lend bre ,raseer,e,ha eethemrernl. and one ten 'drearth&efef,ae. S. Oeodgneevtnneobs beaning en at sepperro nheaos Shim enadgeif ,,ees,ory. Dedgnsnnsnnes,deq,ato dnolnsse I,preeided. a phaseshell be Issued on both rose, or nra,. end plseedestbelreernle, br,, eeln,dde with joint seater Ine. Gf ,ninrdlose aloe of plane in brIne,. ia Fsbenle ssmredeepl,te denignnsbe,eee ESR.1311. ESR.lgae(balek) April 25,2016 nJAsLal -- 5-03-08 23-05-08 9-01 1-06 <PL:10-00-00 9-01 JOB NAME: Buena Vista Lot 3 - Fl 0.2529 April 25,2016 This design prepared from computer input by Aloha Truss LUMBER SPECIFICATIONS TRUSS SPAN 23- 5.5" TC: 2x4 OF 42 LOAD DURATION INCREASE - 1.25 BC: 2x4 OF #2 SPACED 24.0" O.C. WEBS: 2x4 DF #2 LOADING YC LATERAL SUPPORT < 12"OC. DON. , LL( 20.0)+DL( 14.0) ON TOP CHORD 34.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD 41.0 PSF OVERHANGS: 19.6" 0.0" BC CONC LL( 75.0)+OL( 0.0) 75.0 LBS 9 11'- B.8" Unbalanced live loads have been BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE considered for this design. LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GOF/Cq-1. 00 2-) 0) 47 2- 9=(0) 1407 3- 9(-334) 24 3-(-1674) 0 9-11-30) 1171 9- 4-) 0) 303 4(-1395) 0 11- 8(0) 1412 4-10-(-954) 0 5-) -297) 0 10- 5=) 0) 103 6-) -296) 0 10- 6=(-954) 0 7-(-1396) 0 6-11-) 0) 304 8(-1678) 0 11- 7=(-339) 34 BEARING MAX VERT MAX MORE BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0- 0.0" 0/ 1075V -69/ 74H 5.50" 1.72 OF 3 625) 23- 5.5" 0/ 999V 0/ ON 5.50" 1.60 DY ( 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL - -0.006" 3 -11- 6.8" Allowed 0.109" MAX TL CREEP DEFL - -0.012" 8 -1'- 6.8!' Allowed = 0.163" MAX LL DEFL - -0.179" 9 14'- 3.5" Allowed = 0.751" MAX TL CREEP DEE'I, - -0.242" 9 14'- 3.5" Allowed - 1.127" MAX HORIS. LL bErt - 0.023" 9 23'- 0.0" MAX HORIS. 'FL DEFL 0.044" 6 231- 0.0" Wind: 110 mph, h-lbft, TCDL-8.4,BCDL-4.2, ASCE 7-10, 11-08-12 11-08-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), 1 1, 1 load duration factor1.6, 4-10-10 4-04-02 2-06 2-07-12 4-02-06 4-10-10 Truss designed for wind loads 1 1 1' - .f in the plane of the truss only. 12 12 6.00 I" IlM..4X4 "#.00 lea,, mTm PC a nm.fl cc Weh,'fl.1 I WARNINGS: Bdloa, and eredi ,eaelmcta,thn,M be adat.ed of all Oe,ra,st Notes end W-ings befare cenalnahonee,n,nennes. Sd compression nab bracing neat be Installed ,s4in,a .bonn,. 2. Mdlllaoaltompe,s,yWaft to bsaa stability dehg naeetn11lan 59,0 respendollily of the erector. Mdtfaral pe,e,anenl b,sohg of the ovens senators tithe fe5pe,5561y01 the bdtdbg designer. No teed IlCide componentbe applied to any component ets,ef Waft end faifenelse,eeeenpleteand at na one elosdd any Issd.greeter than design toad, be applied to anyceepenant. CenpeTnetras no control oeer and aliases no respensibldy to, the fabrication. handling. eNpeed and helaHeUenofvenpenerc 8. This design I, 6,nelntrnd sAact to the lanitatleen set faith by TPIMITCAIo SCSI. aspi.s at which will be banlehed epannegool. MiTch USA, IncJCempuTni. Software 7.6.7.SP3(1L).E GENERAL NOTES, entao,othern.isa noted: I. This design Is based arty nqtan the porenieters atravor and titan an lodMdeat bdldirgoempnoed.dpEnabStyafdesign paranratar, and papa, tnneporntl050fcomponent ti the reapanslititly attire bediding designer. Design Insane. Its top and NatIOn chords no be tolealty braced of 7 a.c. and at lOan. naepedleety utetess booed thnasglondthelnterathby asnbs.eussheathing such an ptpeaad dme.thh,g(TC) endthrdeprrall(BC). 2x Impact bridging on lateral bnenlng nequlned wire,t straw, a, IreloIlatlan at bias Is the nespennlbltily attIre reapadtloe oat050to,. De.Ignoeeumeat,ws.os are robe ,sed tee ,Cn.ao,roeloe enalrenmsnt, and ore far 'dry eaddlian' at was. 8. Design aesutne, 112 beading 1112 .upPe,t. atrawn. Bhhn on wedge If ireceleary. 7. Design onsotees edoqosta drainage Is pleaded. & Plate, shall be boated an both faces of truss. and planed 0 their aenta, Itlreoae1ndde with joint canter toes. S. fligllalnetcalenlaaatplstetnbrct,ee. 18. Per basIc ceroreoton plate desIgn asian. sea 869,1311. ESR.l9aB (MiTch) Truss: Fl DATE: 4/25/2016 SEQ.: K1926337 TRANS ID: LINK April 25,2016 This design prepared from computer input by Aloha Truss LUMBER SPECIFICATIONS TRUSS SPAN 23'- 0.0" C5C2013/IBC2012 MAX MEMBER FORCES 4WR/GOF/Cq1.00 TC: 254 OF #2 LOAD DURATION INCREASE - 1.25 2( 0) 47 2 9(0) 1371 3- 9(-343) 22 BC: 2x4 OF #2 SPACED 24.0' D.C. 3(-1633) 0 9-11(0) 1124 9- 4-) 0) 306 WEBS: 2x4 OF 92: 4(-1346) 0 11- 8(0) 1264 4-10-(-912) 0 2x4 OF #lbbtr A LOADING 5( -284) 0 10- 5-) 0) 98 LL( 20.0)+DL( 14.0) ONTOPCHORD - 34.0 PEP 6( -296) 0 10- 6-(-912) 0 TC LATERAL SUPPORT ( 12CC. DOW. DL ON BOTTOM CHORD - 7.0 ESP 7-(-1333) 0 6-11-) 01 262 BC LATERAL SUPPORT C- 12CC. UON. TOTAL LOAD - 41.0 PSF 7 8(-1549) 0 11- 7-(-245) 42 OVERHANGS: 19.6" 0.0" BC CONC LL( 75.0)+DL( 0.0) 75.0 LOS 0 11'- 8.8" BEARING MAX VERT MAX HORS BRO REQUIRED BRO AREA BOTTOM CHORD CHECKED FOR A 20 ESE LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO-IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY CRC 2013. 0'- 0.0' 0/ 1056V -67/ 73W 5.50" 1.69 OF C 625) Unbalanced live loads have been THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 231- 0.0" 0/ 9811i 0/ ON 5.50" 1.57 OF I 625) considered for this design. For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX IL DEFL -0.006" 0 -11- 6.8" Allowed 0.109" MAX TI CREEP DEFL - -0.012" 8 -1'- 6.6" Allowed 0.163" MAX LL DEFL -0.163" 0 91- 2.0" Allowed - 0.736" MAX TL CREEP DEFL -0.268" 0 91- 2.0" Allowed - 1.104" MAX HORIZ. LL DEFL 0.021" 0 221- 6.5" MAX MORIZ. TI DEFL - 0.040" 0 221- 6.5" 11-08-12 11-03-04 4-10-10 4-04-02 2-06 2-06 4-04-02 4-05-02 1 •1. 12 12 6.00 P, 'M-4x4 6.00 Wind: 110 mph, h-15ft, TCDL-8.4,BCDL-4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, E3sp.S, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. L.. rt, Tf.047 Ren6o Wab,fl.1 I -4x6 +75# 9-01 5-03-08 8-07-08 WARNINGS: I. 6fde end emcins seNIasta shaMS. adwhadslfflaasemlNsten and Warnings beforeconstruction communism, 5.4 compression web b,sebs rsal be Installed she,. sicent Andi4solta,rees,y bmehg to has,nt eabsty ddng cosbe In Use ,anEnnalbAly of she cods,. Additional paneseard Wesag of the overall shavtlde Is the rn.psns56ly of the b,Adhg deabee,. No had .hadd be applied to any cenpssa,d unit Sin, al bad. and laete,e,na,e complete and el no care,stands any loads greater than d,&snlssds be applied Ia any ean,pe,e,4. S. CwepsTne. has eaoe,d,sle,e, aniovana, eepsralbSiy tar the Iab.IaeIien. handling, shipment and bolalalian at aempoae,fs. 6. This design lnbenched mAColIn do IsnUsUnno nal lath by TPIshTcAIn BCSI, espies atahidh will be banished span 1.45.01 MITeS USA. lnsJcompuTius Seftwa,e 7.6.74P3(IL)-E GENERAL NOTES, snlnandhe,oice Wad: I. This design Ia based s,dyan*s parameters eheon and I. Isnan Individual bolldiesonmps,enl. UapEoablhtyaf d,nIEn palsfl,ntee end p,apn, Insalpa,stlnanloanpnWa Is III, wepanniblily of the bSidlsp dedgna,. Deogennolnen the lap and boOs,. nhadu be be laterally based N Ze. and nIlGa. .espedlselywdena b,eaad llnnoshasl their length by nadsosuothealldnsoaal. all plyensd theath159(TC) avdladlyealt(SC). a A. breast tuddalre or lateral b,nthg reeked wfrnre clove.. * 4. InrdaIISIannlleaabthe .anpa,Osly clams roepeslieecontractor. Oeddnanosmeolnsse. a,, to be used in nanonnnolveanbsweenl and eo far *ft nae,'n1ss DeNnaonm.sfSibowing olcinappels nhaso Bid,ll nrw.dne6 n1s,y. 7. oadgnaaasmnsadeqaata d,ninate in provided. PlaIns shall be boated an bath toes af lna and pissed .athal,senter ban onledde sith jabS seWaba.. S. Diaitsbdhaenbe alpbta flied,,.. 10 For basic saseadoeplata design 'ak,a,nae ESR.1311. ESR.InS5 (MITeS) Truss: F1S DATE: 4/25/2016 SEQ. : K1926338 TRANS ID: LINK 1-06 <PL:].0-OO-OO 23-00 JOB NAME: Buena Vista Lot 3 - F1S April 25,2016 LUMBER SPECIFICATIONS TC: 2x4 DI' 112 BC: 2x4 OF 112 WEBS: 2x4 OF 1)2 TC LATERAL SUPPORT < 12"OC. UON. BC LATERAL SUPPORT < 12'OC. DON. OVERHANGS: 19.6" 0.0' TRUSS SPAN 23'- 5.5" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD - 34.0 PSI' DL ON BOTTOM CHORD - 7.0 PSI' TOTAL LOAD - 41.0 PSI' BOTTOM CHORD CHECKED FOR A 20 PSI' LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. This design prepared from computer input by Aloha Lumber & Truss, Inc. CBC2013/I9,C2012 MAX MEMBER FORCES 4WR/GDF/Cq1.00 2-( 0) 47 2- 7-(-1783) 2861 3- 7-(-559) 329 3-(-1738) 507 7- 8=(-1480) 2196 7- 4-(-248) 697 4-(-1405) 0 8- 6(-1781) 2861 4- 8-(-247) 697 5-(-1407) 0 8- $-(-560) 327 6(-1740) 507 BEARING MAX VERY MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -155/ 1075V -3500/ 3500H 5.50' 1.72 DI' ( 625) 23'- 5.5' -155/ 961V -3500/ 3500H 5.50' 1.54 DI' ( 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL -0.006" 11 -l- 6.8" Allowed 0.109" MAX TL CREEP DEFL -0.012' 9 -1'- 6.8" Allowed 0.163" MAX LL DEFy. -0.052" 8 111- 8.8" Allowed - 0.751" MAX TL CREEP DEFL - -0.119" 9 ii'- 8.8" Allowed 1.127" MAX HORIS. LL DEFL 0.056" 9 231- 0.01- MAX HORIZ. TL DEFL 0.076" 8 231- 0.0" ICOND. 2: 3500.00 LBS SEISMIC LOAD. I Wind: 110 mph, h-15f1, TCDL8.4,BCDL4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.53 BC:0.53 Web:0.19 I 11-08-12 11-08-12 1 •1 6-01-10 5-07-02 5-07-02 6-01-10 1. f 1 12 12 6.00 ' 11M-4x4 ICQ 6.00 4.0 I J. .p. J. 8-00 7-05-08 8-00 ). 1-06 <PL:10-00-00 23-05-08 JOB NAME: Buena Vista Lot 3 - F2 WARNINGS: 1. Utilder and creation oentmole, electd be eddied at it Osneml Notes and Wanthigm betel esestmndottcammejwes I Sh400mp,eselanwnb bmdtç float be la,Sdlsd eli.,. shown +. Additiand tempeoty bisohe to bees Lobltity dating oenetoddleo la the reopendbltlyalthe e,sota,. Additional petmoierd bafiltigat the ovststi alnatee I, the toeporethAly 011110 luddire designer. No bed should be epyted to enycen,ponent untU eftet 00 b,00hç otid fasteners its complete and at nethim should any loads greater ban dallgtttoads be eppliod to seycompanetlt. Ut CempaTnts hes no conitot an., end eoeu,ner, not tespanelblldy in the fabttmllon, handling. e*msrd and betafletl000feomponetc. 6. This 4511011 Ii Nanlihed eub)ecl loBe Ilailtafton, .at lsth by TPIWTCAIS BCSl. mplasafndtidtsll boluinllted upon request. MITeS USA, IncJCempu1nas Software 7.6.6(IL).E Scale: 0.2529 GENERAL NOTES. ut4$550thOtndse noted: 1. This design Is baled only 9011515 patonietore shown and h. for anlndMdtal buftfrç com ponent. dypecebtfty of dsilgn perometerst and proper lttcoopo,ollaoolon,npons,d loft ,01pe111b15y olft bd1d1r9 ds&on.,. 1 Dollgneee.mea the tap and bollom thonds to be tatonely btoe,d at 2o. and at 10' OA ,e.pactivaly, ardeso bi005d Onoaghout 111.1, 1.00th by ooaeuo shearing "It uplywood ,hsathlno(TC) endlondtpeoll(BC). a 2x Impact budging on tatetol bracing required abate storm nu Insleftatlan athens Is the rasponotbifity CIII,e respective contractor. Onion accurate braces a,e to be used lea flOn.con,oelveenvironment, and eta lo,'dly oendltlmf also.. S. Design ssaumos IS beating it all supposls shown. 6111nn on wedge If n0000laty. DesIgn aelatnas adequate dmhiego Ii plodded. Rots, shall be meted on belb taco, ethos., and placed ea 51st, cattle, lines oob,dde alth)ebtt 0014., tiles. Digit. Indicate aloe otylate [A barber. 18. For belle monecca, plate design nalues550 EoR-1311. ESR.1OeB (hATsh) Truss: F2 DATE: 4/25/2016 SEQ.: K1926339 TRANS ID: LINK LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 21c4 Di' #2 WEBS: 2x4 OF 02 TC LATERAL SUPPORT < 12110C. DOW. BC LATERAL SUPPORT <" 12"OC. VON. OVERHANGS: 19.6' 19.6' TRUSS SPAN 23'- 5.5" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING IL) 20.0)+DL( 14.0) ON TOP CHORD - 34.0 PSi' DL ON BOTTOM CHORD 7.0 PSF TOTAL LOAD 41.0 PSF BOTTOM CHORD CHECKED FOR A 20 PSi' LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 ESP. This design prepared from computer input by Aloha Truss CBC2013/ISC2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 2m( 0) 47 2- 8-(0) 1335 3- 8m)-363) 30 3(-1594) 0 8- 9(0) 684 8- 41 0) 544 4(-1404) 0 9- 6m(0) 1335 4 9( 0) 544 5-(-1404) 0 9- 5-(-363) 30 6)-1594) 0 7-) 0) 47 BEARING MAX VERT MAX HORZ SAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" 0/ 1068V -76/ 76K 5.50" 1.71 OF ( 625) 23'- 5.5" 0/ 1068V 0/ OH 5.50" 1.71 OF ( 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX IL DEFt. -0.006" 9 -11- 6.8" Allowed - 0.109" MAX TI. CREEP DEFt. - -0.012° 9 -1'- 6.8" Allowed 0.163" MAX IL DEFL - -0.044" 0 81- 0.0" Allowed - 0.751" MAX TL CREEP DEFt. -0.119" 9 151- 5.5" Allowed - 1.127" MAX IL DEFL -0.006" 9 251- 0.3" Allowed 0.109" MAX TI CREEP DEFL - -0.012" 9 251- 0.3" Allowed m 0.163" MAX HORIZ. IL DEFL - 0.019" 9 231- 0.0" MAX HORIZ. TI DEFL - 0.038" 9 231- 0.0" Wind: 110 mph, h-lsft, TCOL-8.4,BCOL-4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), lead duration factor-1.6, Truss designed for wind leads in the plane of the truss only. Max CSI: TC:0.52 BC:0.53 Web:0.10 I 11-08-12 11-08-12 1 •1 6-01-10 5-07-02 5-07-02 6-01-10 1' .1 1' 1 12 12 6.00 11M-4x4 6.00 - 4.0 I ,1. 8-00 7-05-08 8-00 1-06 <PL: 100000 23-05-08 1-06 JOB NAME: Buena Vista Lot 3 - F3 WARNINGS: Truss: F3 I. SoWn, s.d eretilan aonfraalor strasid be advised al all General Notes and wo,eta.eaanctmcbnacrnr.ences. 4 comprowbon web among east be Installed wirer, drawn a. Additional temporary tundra ta lance stability during commotion lathe responsibility of the erector. Addhiarat pemo.wrd bncbtg 01 DATE: 4/25/2016 the overall dctareb ale responsibility al the bdbgdesrre,. SE K1926340 ho load atoatdbe applied to any component st after all brndtgand fasteners.. complete and ci vs time should any toads greater then TRANS ID' LINK design loads be applied b any campewel. S. Ca.rpaTna lass an sated over and assames an renpo.dblllly for ft fab.taaiian.trandtal. shipment cad bralallalian at aantpe,wsto. 6. TM, dnvisvin tarnished sab)ectre the heilatieto sat teA by TPlAtlTCAbr SCSI, cameo atetdab will beiandahed upon reqcaci. MiTe), USA. IncJCornpuTrus Software 7.6.6(1)4-S Scale: 0.2446 GENERAL NOTES. Wdea.athent,on acted: I. This deotgn isbanad oat, sponorn parameter. stwwn and 5 ton an tndMdaot bdtdlngcamn.Spplisaternyatdndpr paromelera and grape brocopeatiooatoao.pewct lathe renperrnthitlty attIre bcddbrg daslner. 2. oe&gsaswjmea the top and batter, chords is be Iateraiy braced at Za. and at tGe.a. reapedlre)ywdeao braced tinaaghauttttelrlansthby cantlanaa ahnat)dsp scat, as plytmad nhnathlni(TC) otwilan dtycatt(BC). a Sr broad bridging arlatenoIbred.greqidreda1rore shown ** 4. tnrdntlallanal tan lathe responsibility atthe respective cardrndor. A DenIm esearnenrnaeas ate to be aced no r,on.aanronlveenaharoeent. and o.etor'thyaondcton'atana. A Dednasantneabli bestir.5 at all sappmla ahowru Shim or wedge If eaceaooty. 7. Dedgneswanrc adequate dmlnagnlvprovided. A P)oteadsotlbebcctedaaballrtoaeoalms.aedptoaedoottralrcenter lines anhedds with lobe aetna, teaL 9. thgnidiacieabeatptatatnbtdea IA For basic anrnracian plate dcaie valves see ESR-1311. ESR.1655 (ItiTeb) April 25,2016 April 25,2016 LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 OF 02 WEBS: 2x4 OF #2 TC LATERAL SUPPORT < 12"OC. 00W. BC LATERAL SUPPORT < 12"OC. DON. OVERHANGS: 19.6" 0.0" TRUSS SPAN 23'- 5.5" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD - 34.0 PSF DL ON BOTTOM CHORD 7.0 PSF TOTAL LOAD 41.0 PSF BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. This design prepared from computer input by Aloha Lumber & Truss, Inc. CBC2013/I5C2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 2-) 0) 47 2- 7=(-945) 1923 3- 7-(-301) 150 3-(-1595) 104 7- 0(-731) 1447 7- 4-) -70) 544 4(-1405) 0 8- 6-(-844) 1924 4- 8-) -69) 547 5-(-1407) 0 B- 5-(-382) 149 6-(-1598) 104 BEARING MAX VERT MAX MORE BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE 50.1W. (SPECIES) 0' 0.0" 0/ 1075V -2000/ 2000H 5.50" 1.72 OF C 625) 23'- 5.5" 0/ 961V -2000/ 2000H 5.50" 1.54 OF C 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL - -0.006" 9 -1'- 6.0" Allowed - 0.109" MAX TL CREEP DEFL - -0.012" 9 -1'- 6.0" Allowed - 0.163" MAX LL DEFL - -0.044" 8 15'- 5.5" Allowed - 0.751" MAX TL CREEP DEFL - -0.119' 9 15'- 5.5" Allowed - 1.127" MAX HORIZ. LL DEFL - 0.032" 9 23'- 0.0" MAX HORIZ. TL DEFL 0.051' 8 23'- 0.0" Wind: 110 mph, h15ft, TCDL8.4,BCDL4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, EXp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.53 BC:0.53 Web-0710 I 11-08-12 11-08-12 1. 6-01-10 5-07-02 5-07-02 6-01-10 '1 1 '1 12 12 6.00 11M-4x4 'J 6.00 - 4.0" J. J. .J. 8-00 7-05-08 8-00 ). ). 1-06 <PL:10-00-00 23-05-08 JOB NAME: Buena Vista Lot 3 - F4 WARNINGS' Truss: F4 I. Eden, oral emotion oonl,00to, olneat be odelned of nil Gnnnml Notes and Winnings; bofeenenotooflonoommenaee. 2. 5,4 compression web bmthl0 modbn Installed wheat .bown,. 2. Additionaltanpo,e,yb,oth to b,.otn stabilityaalngnenotntabn elite ,eoponalbhlily of Ibm eroder. Additional pemane,dbrachgot DATE: 4/25/2016 are owemftotaeIo the ,o.poreatiryortsbosdlrdesigner. SE K1926341 No Mad dbo applied any mponmtontil after all leading and tootnitnm ate complete and at no tine ohoeld arty load. ornate man TRANS ID: LINK design loads bo applied lo any oonponntrl. CanpoTna hum ooet,ol on., and Sloane. no ,ertpenelbttiy farthe fob n.handui,ç, sfdpinnrli nat irroledalionofoo,nponnnte. yNodsn!6n115,sdehed osb)edlsthallmlthtlons.ntbeth by TPIM'TCAir, SCSI. oopioo of width adS be Itenlebed ,an ,eqsoet MiTeb USA, IncJCampuTnio Software 7.6.6(Il.).E Scale: 0.2529 GENERAL NOTES, a,denoothnn,lna mooed: I. 1140 desIgn I, based** won the parameters shown and Is been Individual butdbng componnot liwellcabSty of deolgn pomnetem aId proper Inoo,pomtlonoloonponeat Is lire re,ponnibltly of the bdldir donIgnnr. Dnelpe ooweneo the lap and bosom cho,do Is be latamly brood at 7 oA oat at lOwo. reepedtlmly anlese booed onnasl,o,dlheh length by oonth000,a,t,ealNng such Co plpeood olrnalhffis(TC)etosord,yosll)BC). 5,lnpacl bt149h5 or lateral b,d5 rnooknd atone drown ., Intlotation of Ins, 0 the roeponalbility 0111w reopeetlon oo,th000r. S. Design 000smeo Inane. we Is be used Ins tensomroolve enniroenetrt, and ore for'drycenditlo,fol,ao. S. Design ou,mree IS bestir1 at all mopper. otmw,t Shim or wedge if esCeoo,7 7. Design onrtsmeoadequate drainage I. presided. E. plotnn.het I. loaded entrain sometimes. and planed no eel, Ceder breecolselde 54th (elIte ceder lion. 9. DIgit, Indicate ohs 01 plate In Inches, 106For bast cotrynclorplate dm015,, note, one ESR.1311, EBR.1088(M4TeI1) April 25,2016 LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 OF #2 WEBS: 2x4 OF #2 TC LATERAL SUPPORT < 12110C. DON. BC LATERAL SUPPORT < 12"OC. LION. OVERHANGS: 19.6" 0.0" TRUSS SPAN 23'- 5.5" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD 34.0 PSF DL ON BOTTOM CHORD 7.0 PSF TOTAL LOAD 41.0 P55' BOTTOM CHORD CHECKED FOR A 20 P55' LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 P55'. This design prepared from computer input by Aloha Lumber & Truss, Inc. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 2( 0) 47 2- 7-(0) 1336 3- 7e(363) 30 3(-1585) 0 7- 8-(0) 885 7- 4a( 0) 544 4(-1405) 0 8- 6-(0) 1340 4- Be( 0) 547 5-(-1407) 0 8- 5(-367) 36 6(-1596) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" 0/ 1075V -69/ 74H 5.50" 1.72 OF ( 625) 23'- 5.5" 0/ 961V 0/ ON 5.50" 1.54 OF ( 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL - 0.006" 9 -11 - 6.8" Allowed - 0.109" MAX TL CREEP DEFL - -0.012" 9 -11 - 6.6" Allowed - 0.163" MAX LL DEFL -0.044" 8 151- 5.5" Allowed - 0.7511- MAX TL CREEP DEFL -0.119" 9 151 - 5.5" Allowed 1.127" MAX HORIZ. LL DEFL - 0.019" 9 231- 0.01- MAX HORIZ. TL DEFL - 0.036" 8 231- 0.01- Wind: 110 mph, h15ft, TCDL-B.4,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 4ax CSI: TC:0,53 BC:0.53 Web,0,10 I 11-08-12 11-08-12 1 •1 6-01-10 5-01-02 5-07-02 6-01-10 1' r •1 '1 12 12 6.00 11M-4x4 lcq 6.00 - 4.0" .1. .! .! 8-00 7-05-08 8-00 J. J' 1-06 <PL: 10-00-00 23-05-08 JOB NAME: Buena Vista Lot 3 - F5 WARNINGS: &ome, de,eeie,ennyeoto, olen be edeled of oil Gonad Hole, Truss: F5 below oonESollonoeemeae,. 5e4 coniamahm web bneb,p nest be Inololled wlwe 0f,ew,,. 2. Additional le,nponrny bwol,g 10 b,oene olobSey de1r6 eenolwolbn lotbe,eeyewlbetyolthe e,eotor. Additional peeneneW baobg or DATE: 4/25/2016 the wderall,1, the resomesibilit,ofthebwlddmbnen. SE Q.: 1(1926342 4. No bad adeMbeepyHedH any ampenenlenWaI10neI10edhill ed fast..... oemplete e,,dol no time oheeld any leedo greater than TRANS ID: LINK design loads b0 applied any 00n,p S. canryoTna has no eenl,of one, and 0000meo re, responsibility fe,the fab,falie,t handling. ofipnreel and brelallbe,efeenrpoead& 6. This design lo60n1,hedeubJoelIo the lin,Ilo&en, eel lath by TPLnJbTCAln SCSI, copies elef,iehrell be fe,jdd upon request. MiTch USA. lncJCompuTrus Software 7.6.6(IL)-E Scale: 0.2529 GENERAL NOTES. ,edee,elhendee noled I. lNedeelprr Hbeeed edy Igeethe pa,on,enens ehewn and I. for en IndMdoeI bofldbgeanpenent. bS4y of deder, pemmeler. end peeper bwoealieeeloempereWbHrew,pendbttayelere b,dd deo#ner. 2. Design eoaenno the top end benen therd. to be laterally braoedel 2 e. and 01 IGecre,pedloniy union broad ftneeslsel their length by eetrthwma slashing wmbeoptpweed oheothinS(TC) endler d,Fe,Il(BCI I srin,yoot bddltg or letenel b,edne reqeired wlwne ofreena, 4. Inedetlatlew OS teas I, (he reopewlalty 0111w reeyeolien ennoroder. I Design ewneneetresses ore lobe seed lea noreeeere01e ntwfromeenl. end ow for 4,yandSen'elene. I Design oonorn,.f,A bra,1n5 el oil esppenooheore Shim or wedge H n000000,y. 7. Ondeneoweno,adethaledrel,seeis padded. S. Platen d.ell be Homed on both Ieee, 01Hwe. and pleendoethelreenlen 11,e,enb,ddew1lhbd eerIer the,. B. DiitolrCirateeHe elplelelnlnd,e,. Is. For basic oe,nreofe,plele design enbeosee ESR-1311, ESR.1885(lATel4 11-08-12 4-06-04 1. 6-00-12 5-08 4-06-04 12 12 6.00 L' 11M-4x4 'cq 6.00 4.0" 2. 5x4 sot This design prepared from computer input by Aloha Lumber & Truss, Inc. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GOF/Cq-1.00 1-2( 0) 47 2-6-(-1264) 1862 3-6-(-727) 418 2-3(-1593) 910 6-7-(-2483) 2495 6-4-(-164) 294 3-4( -940) 549 6-5-(-544) 960 4-5( -478) 74 5-7-(-887) 344 BEARING MAX VERT MAX HORS BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0 -338/ 885V -2500/ 2500H 5.50' 1.43 OF I 625) 16'- 3.0' -346/ 881V -2500/ 2500H 5.50" 1.41 OF I 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL - -0.006" 8 -11 - 6.8" Allowed - 0.109" MAX TL CREEP DEFL - -0.012" 8 -1'- 6.8" Allowed - 0.163" MAX LL DEFL 0.036" 8 5'- 12.0" Allowed - 0.511" MAX TL CREEP DEFL -0.061" 8 5'- 12.0" Allowed - 0.767" MAX HORIZ. LL DEFL - 0.040" 8 01 - 5.5" MAX HORIZ. TL DEFL - -0.046" 9 01- 5.5" ICOND, 2: 2500.00 LBS SEISMIC LOAD. I Wind: 110 mph, h-lsft, TCDL-8.4,BCDL-4.2, ASCE 7-10, (All Heights). Enclosed, Cat.2, Exp.B, MWFRS(Oir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.52 BC:0.89 Web:0.47 LUMBER SPECIFICATIONS TC: 2x4 OF 02 BC: 2x4 OF 02 WEBS: 2x4 OF 92 TC LATERAL SUPPORT < 120C. UON. BC LATERAL SUPPORT < 120C. LION. OVERHANGS: 19.6° 0.0° TRUSS SPAN 16'- 3.0 LOAD DURATION INCREASE 1.25 SPACED 24.0" O.C. WADING LL( 20.0)+DL( 14.0) ON TOP CHORD 34.0 PSF DL ON BOTTOM CHORD 7.0 9SF TOTAL LOAD - 41.0 9SF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 109SF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. .1. .!' 11-08-12 4-06-04 1-06 <PL:10-00-00 16-03 JOB NAME: Buena Vista Lot 3 - F6 WARIONGS: Truss: F6 I. Witter and meSle, rerimea. .lrede be edalned of eli 0en0,el Notes 2. S.4 oeepnesolen web bracing .mat be Inetoltad wIle.. .80w,,.. 1 Mdlllanolleinpo,e,y bracing 10 been .taboUy during sen.tnllen I. the .w.porelblttyollhe erector. Md&e,al pe.ma,wni basIng at DATE: 4/25/2016 theaveasotnetatlwrespeimilltyofthebdldh9deltgne,. SEQ.: K1926343 4. Na Ind .teddboedfa any oe,pe,0man1f after 0fl ending and faoteneso,. mn,plete and St Se, than should any Used, greater than TRANS ID: LINK design Inds beeppff.dts any component. 5 CwepuTmhnmcm&deverandaminesmnmprodbiMyfarthe tobdmttan.hstidlhç, 14pmr4 end btslagotle.otoosnpe,wite. & The design Is fundohed sub(ed Is the lin,ltefteis set faith by TPIW1CAbnSM. copies at which eli be fanlated tips,. request MiTch USA. lncJCompuTrus Software 7L6(IL).E Scale: 0.3094 GENERAL NOTES. uideeeothemdee acted: I. This design Ii based only igeithe peetnete.s shown and [afar an lndhdduet bsdtdlag rempelent Apytisebhtty of desIgn parameters and proper Incorporation ofcompanies Is the tenponsiblty at the bdldh9 designer. 2. Design asatines the lap and batten shards to be Uate,stty based 01 Zen. end 01195.5. .snp.efaafy wdees betted Onougt.eit their length by sontlsaiaeheatldng such as plywood eheettitng)TC)oicfard.yeslt(BC(. 1 5. Impose b,IdgDç or tete.el breshig required nihens ste..,, *. telell500nottnaslaote ,enpelltbltily 01180 relpecthecanyecto.. S. DesIgn osaones 105001 crete be used In. ,en.aere.Iee envhomneiit, and Ce fe'diyse.dltlon'otuse. Design euonies86 balling at sIt euppolts Steen. 881mm wedge If neneseny. DesIgn eessnlel adequate drainage In presided. 5. PloteseholI be loccated an both loses at Inds. and platted so their center Ihrs,colndde 0118(554 05,4.0 lInes. Digits Indicate eke otptalolnbtshea. 15. For belle connector plate design eetues can ESR.I311. ESR.I088(bbTeb) April 25,2016 2. 5x4 Max CSI: TC:0.52 BC:0.89 Web:0.31 I This design prepared from computer input by Aloha Truss TRUSS SPAN 16- 3.0' LOAD DURATION INCREASE - 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD 34.0 PEP DI, ON BOTTOM CHORD 7.0 PSF TOTAL LOAD 41.0 PEP LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 HOT BEING MET. BOTTOM CHORD CHECKED FOR lOPS)' LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-08-12 4-06-04 6-00-12 5-08 4-06-04 12 12 6.00 " 1 1M-4x4 qq 6.00 CBC2013/IBC2012 MAX MEMBER FORCES 45R/oDF/Cq-1.00 1-2( 0) 47 2-6( 0) 789 3-6(-475) 32 2-3-(-970) 0 6-7-(-22) 29 6-4-( 0) 204 3-4-(-519) 0 6-5-) 0) 471 4-5-(-478) 0 5-7-(-656) 0 BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' 0/ 795V -57/ 110W 5.50" 1.27 OF C 625) 16'- 3.0" 0/ 652V 0/ ON 5.50" 1.04 OF C 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LI. DEFL -0.006° 8 -1'- 6.8" Allowed 0.109" MAX TI. CREEP DEFL -0.012" 6 -1'- 6.8" Allowed - 0.163" MAX LI. DEFL -0.016" 0 5'- 12.0" Allowed 0.511" MAX TI. CREEP DEFL - -0.043" 9 51- 12.0" Allowed - 0.767" MAX HORIZ. LL DEFI. 0.007" 9 161- 1.3" MAX HORIZ. IL DEE'!. 0.013" (3 161- 1.3" Wind: 110 mph, h-15ft, TCDL-8.4,BCDL-4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWE'RS(Dir), lead duration factor-1.6, Truss designed for wind loads in the plane of the truss only. LUMBER SPECIFICATIONS TC: 2x4 OF 02 BC: 2x4 DF #2 WEBS: 2x4 DF 02 TC LATERAL SUPPORT <- 12"OC. UON. BC LATERAl. SUPPORT ( 12"OC. UON. OVERHANGS: 19.6 0.0" 11-08-12 4-06-04 1. .1. 1-06 <PL:10-00-00 16-03 JOB NAME: Buena Vista Lot 3 - F7 WARNINGS: Truss: F7 I. B,tldo,e,d arecdon ee,d,00te, ebeald be advised stall Gesesi Note, and Wrintitt befisee tlenoon,eeeoe. 5.4 oeepno,elon sob b,othtg ass be bstalled where ,beeea. MdWetol letnOotoft bteobg Is heat, ifthiftyasfng faneBoalen to the ,e5peeel10bly of the atolls,. Addlionol peneonont braft of DATE: 4/25/2016 theoandleossateblbenloayellbedogdeeby,nn. SE Q.: K1926344 detnobeop!iedIoom,ordanIfteroIbsd,ge,d feets,,et, 0,e o5mp101. made, ,s bets efeald eny bode pests, than TRANS ID LINK dgnlosdeboepplledteonyantenna. S. Cs,npom.e boone osefrol eon, and oessn,ee ro,e.po,etiblhty for the fsb,Ieat1e,,. hernfing.oP,e,Ad andbteUePeoonto. t Thsdeobnsbe&,nd . ,t to lit, bnllatls,o oet 10,8. by TPIAVICAb. SCSI. oeplo,efofdobol bef.see,eqosll. MiTeb USA, IecJCompuT,uo Software 7.6.6(IL).E Scale: 0.3094 GENERAL NOTES, saloe,ethendeenlled: 1. This d0o19n10based e,4y open thep ,omote,e obese and I. Ion on Indaddoal bLdkft oseps,enl. lipptlosbleyof design ps,e.netem and proper tse,p,eb000leempedio the ,ongeaiob8lyeftheb,ildng ttellonea Doslgsooe,seoo the top and boSe,, lEads to be lotendy bnsoed SI 7 o.m and 01 117e.o.leopedloelpuoteoobmoed Unagheol Ih01rEa5tbby oo,dbs.s., stmaiNng0.at.aeptpooed ebe,8htn(TC) ondle, d,ywol(BC(. L 5.I'npotl bdtrg or latenel bteeng reqofred otter, ehesea ballolbitse of tome I, the ,espoeltsbyefthereepellleeeetttoeder. S Dedgooeeoees tt00500 ore to be used he notosen,oelon ee*en,ne,S and ete far dtyooediSen'ofoSe. S Dedgn sewanoe 1,8 beatIng 0110 ,oppe,te el,oas BitIs, a wedge P ne05000ty. 7. 0so1gn0eese0s0deq.atedmhsge loptoolded. S. Please elrelt be bested an bsthfoeos of toO,, ad pissed ooth&,eettten bees ndndde adib jelet oe,de, Ate., 9. D1iIeindicate eAo of plate in molt,,. 15 Far bad, oonrellerplate designo'oh,seaeo ESR.1311. ESR.ISSS (Mifeb! April 25,2016 LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 OF 02 WEBS: 2x4 OF 02 PC LATERAL SUPPORT < 12110C. DOW. BC LATERAL SUPPORT < 12"OC. DOW. OVERHANGS: 19.6" 0.0' TRUSS SPAN 14'- 4.0" LOAD DURATION INCREASE 1.25 SPACED 24.0" O.C. WADING LL( 20.08+01( 14.0) ON TOP CHORD 34.0 PSF DL ON BOTTOM CHORD 7.0 PSF TOTAL LOAD - 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR l0PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT HON-CONCURRENTLY. 11-08-12 12 6.00 I' I IM-4x4 4.0" This design prepared from computer input by Aloha Lumber & Truss. Inc. CsC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq-1 .00 1-2-( 0) 47 2-6-8 0) 649 3-6-(-483) 32 2-3-(-809) 0 6-7-(-31) 35 6-4-( -16) 123 3-4-8-355) 0 6-5-( 0) 468 4-5-(-284) 0 5-7-(-625) 0 BEARING MAX VERT MAX HORS BAG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" 0/ 718V -53/ 120H 5.50" 1.15 OF ( 625) 14'- 4.0" 0/ 574V 0/ ON 5.50" 0.92 OF 8 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEE'L - -0.006" 9 -11- 6.8" Allowed - 0.109" MAX TL CREEP DEFL - -0.012" 9 -1'- 6.8" Allowed - 0.163" MAX LL DEFL - -0.015" 0 5'- 12.0" Allowed - 0.447" MAX TL CREEP DEFL - -0.034" 0 51- 12.0" Allowed - 0.671" 2-07-04 MAX HORIZ. IL DEFL - 0.006" 8 141- 2.2" MAX HORIZ. TL DEFL'- 0.010" 9 141- 2.2" 12 "I 6.00 Wind: 110 mph, h15ft, TCOL8.4,BCDL4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, EXp.B: MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 2.5x4 [Max CSI: TC:0.53 BC:0.94 Web:0.31 I 1-06 <PL:10-O0-OO 14-04 JOB NAME: Buena Vista Lot 3 - F8 Scale: 0.3494 Truss: F8 DATE: 4/25/2016 SEQ.: K1926345 TRANS ID: LINK WARNINGS: I. Bdlde, and e,acllans,nl,soleraim.N be .th4,ed of alt General Nate, and WanalnW berate cenessetbn lenenenee,. 3, 594 cempre,alaa web b,aah,g tsar be Installed whe,e clean.. Mditlanatten,pa,e,yleasing to bane atebllby dating ca,rotrsatlan Is the renpatralbi&ty of the Stellar. Mdtlenet pen,mnarti braahrg at tile eve,eg etnatate I, the tesp051talily at the bdldlng designer. No lead aheAd be etiptied Ieanycenpe,rerds,ilafte,eg beating end tastenens are Cemplere end at ea tires Lrastd sny tasdegtealer 11511 design load, be applied IS any canperrent 8 Ceepelnahas ro cenreel one, and asoetnes na mspen.lblltiy tattle tabdcstlan,liandlhg, elapa,e,4 and l,tslatarlaesfeetnpenettl& 6 lids design I, 1sn451ted .et tatheimllatlane set latth by TPtM'TCAls BCSI.oapleselwtdd,ell befsmlai,ad span request. MiTak USA, lnclCompuTnzs Software 7.8.6(IL)-E GENERAL NOTES. ,s4ese0them4ee noted: I. Tl4sdeolgnleba.adardy spenlhe pemtneret. chose etc I. rates h,dMdsat ballang eatepenent. tipplleablti:y of deolgn psratente,s and pope, [matpmganofcempmMisdw,eMwWbiLlyalftb,OdirI designer. 3, Oeelgs cHantS, the tap and belts,, oleeds Ito he telernity loaned at 7 o& and at I& ox. teepoellonly tl,deeo belted anaeghosl IhaIr length by ceetlensaoheatl'd,,g .tahaeptyseed shealldnq(TC)arcia,d,yeell(BC). 3, 5t1nrpsd bttdgkN a, lateral bmdng ,eqslred stare clean *, 4. Installation at sees I. the teepensibtity of the ,eapnetloecenilscto,. 3, Deelgneseumeslnmessre Is be seed In ttan.ca,noslae esvlre,nnent, and are ler -dry eanditlafl'efeae. Design essence roll beodng at all .tpperla shese ShIns, sedge If neceua,y. oelgn.ssan,es adequate d,eb.agelspronlaed. S. Plates and be faceted on both loses slIms,, and planed setheircenter tines celnolde alth(ahrt aettie, than. 9. Dm110 Itcirste sloe hates. at plate Ihates.13, Far beele cannnden plate design nelsen see ESR-1311, ESR.1858 (Mffeh) April 25,2016 C 60.384 XR 06/30/16 M-7 c,,at M-1 5.,4 This ,design prepared from computer input by Aloha Lumber & Truss, Inc. LUMBER SPECIFICATIONS TC: 2x4 OF $2 BC: 2x4 OF $2 WEBS: 2x4 OF $2 TC LATERAL SUPPORT 24CC. 0DM. BC LATERAL SUPPORT (. 120C. 00W. NOTE: 2x4 BRACING AT 24"OC 00W. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.6" 0.0' 2 ) complete trusses required. Attach 2 ply with 16d Common nails staggered 9" cc in 1 row(s) throughout 2x4 top chords, 9" cc in 1 row(s) throughout 2x4 bottom chords, 9" cc in 1 row(s) throughout 2x4 webs. 14-04-00 MONO HIP SETBACK 6-00-00 FROM END WALL LOAD DURATION INCREASE - 1.25 (Non-Rep) LOADING IC UNIF LL( 40.0)+DL( 26.0)- 66.0 PIE' 0'- 0.0" TO 8- 0.0" V IC WIlE' LL( 100.0)+DL( 70.0)- 170.0 PLF 8'- 0.0" TO 14'- 4.0" V BC UNIF LL( 0.0)+DL( 35.0)- 35.0 PLE' 0'- 0.0" TO 14- 4.0" V TC CONC LL( 373.3)+DL) 261.3) 634.7 LBS 9 8'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING HE?. BOTTOM CHORD CHECKED FOR 1OPOF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GCF/Cq-l.00 1-2-) 0) 46 2-6-(-10) 1496 6-3-) -212) 104 2-3(-1794) 0 6-7(-72) 1066 6-4-( 0) 662 3-4-(-1496) 22 . 4-7-(-1660) 100 4-511 -28) 24 7-5-) -232) 52 BEARING MAX VERT MAX HORS ERG REQUIRED ORG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" 0/ 1283V -33/ 87K 5.50" 2.05 OF C 625) 14'- 4.0" -75/ 1590V 0/ ON 5.50" 2.54. OF C 625) VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX IL DEFL - -0.002" 0 -1'- 6.8" Allowed - 0.109" MAX IL CREEP DEFL - -0.003 0 -1'- 6.8" . Allowed - 0.163" MAX LL DEFL - -0.019" 0 8'- 0.0" Allowed - 0.447" MAX TI CREEP DEFL - -0.046" 0 8'- 0.0" Allowed - 0.671" MAX HORIZ. IL DEFL - 0.006" 8 14'- 0.5" MAX HORIZ. TI DEFL - 0.013" 8 14'- 0.5" Wind: 110 mph, h-lsft, TCDL-8.4,BCDL-4.2, ASCE 7-10, 7-10-15 6-05-01 (All Heights), Enclosed, Cat.2, EXP.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, 7-10-15 2-11-09 3-05-08 Truss designed for wind loads 634.700 1' 1' in the plane of the truss only. 12 6.00 M-4X6 Ea. _CSI: Te0.74 R,fl.44 Web,O32 I 7-08-08 6-07-08 1-06 <PL: 10-00-00 14-04 JOB NAME: Buena Vista Lot 3 - F9-H1 WARNINGS: I. Bdtdn, and nmdiso nwGs,tno ihould be oddud of 01 Darnell Main rndWsflthfl before contracts. xxmmoreeo, 904 xeepsose!xnveb b,snIn nest be Inotodod ale,, .teen*. Additions! mps,eyb,snbgto boon. .tabtoy doing neslodlion bIB, nneeIbi1dy of Be ends,. Add&ionsl p,rneno,4 booNe of the one,nfl 010011w, Is the ,nopxndsBty stIle bStldbg doolSon,. Nsloudntoodd he applied to xny xompe,ent untilofto, all leasing and toste,e,noexon,pt,t, and ot eOn,. nisold ony food. Broaderthon dndxnloodx bespoke to any component. 5, CoepaTna has no xx,dsI even and 0000n,00 renenporolbWdy for &e fob,Ioolton. Iendli', xt,nefl and Installation x1ex,npeeWo. 6. THe deobn lx bndohod eol400ltx the timboons eel lath by TPlMrtCAtn BESt, explxo of aldeN will betoodol,od upon request. MiTeR USA. bteiCxmpuTnjs ScReen. *7.6.6-SPI(IL).E GENERAL NOTES, ooxethn,odee soled: I. IWo deobo tobsced e4y Lqe the po,e,nelo.n Ibxen end Is to, an lodhodeat bfdldJnoenpoeent. PpfooI6ityo1deefgo poremenen and poop,, be,pmWl000leenpee,&Istlen,opxenlldttyxfOe bUldB dn.ione,. 2. Dedg0000en,00tle lop and boys,, d,edo to be heeloly boxed at 7e,5, and at tO eat. eopeativetymdexo bossed It000ghed tIn,!, tensth by contestants sheathirm such on p,eosd obesddog(TC)ondlxn d,yxofl(BCI a 251n,poxt btldal,e or 1010,51 both5 required ale,, steno, n. 4. Inotettotlo, nibs, In the rnnponddsy 016,0 000pnetivo neflodo,. S. 0eoignonnmnest,naa,so,, boboused ho nen.oa,ronlv000nhs,on,nl, and o far 'Ayoondideb'xi,a0. 2. Dedxoonaane,Mbnodns 0100 xoppeto duran. eBB,, sowedgeIl 000000o,y. 7. Dnd500o,mn.sodetooto debopolxpnonbdnd. & FbI,, d,att be toxaled on bothixoon otton... m.d pissed so their esofle, Ieo,,sobedde cost joint eo,oen9oe., 9. Digits l,eticole she 01 plate in lodes. ifi Fe, beds xoeede, plate de,ip, valiant no, ESR.I3I1, ESR-1088(M1Tob) Truss: F9-H1 DATE: 4/25/20i6 SEQ. K1926346 TRANS ID: LINK 0.3984 April 25,2016 April 25,2016 This design prepared from computer input by Aloha Lumber & Truss, Inc. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 2-( 0) 47 2- 8-(0) 733 3- 8-(-233) 17 3(_894) 0 8- 9-(0) 373 8- 4( 0) 123 4(-645) 0 8- 6-) 0) 262 5( 0) 0 6- 9-(-583) 0 4- 6-(-526) 0 . 9- 7s( -97) 0 6- 7-) -27) 26 BEARING MAX VERT MAX MORE BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" 0/ 711V -33/ 87H 5.50" 1.14 OF C 625) 14- 4.0" 0/ 580V 0/ ON 5.50" 0.93 OF C 625) LUMBER SPECIFICATIONS TRUSS SPAN 14- 4.0" TC: 2x4 OF (#2 LOAD DURATION INCREASE 1.25 BC: 2x4 OF 02 SPACED 24.0" O.C. WEBS: 2x4 OF 02 LOADING TC LATERAL SUPPORT < 12"OC. UON. LL( 20.0)+DL( 14.0) ON TOP CHORD 34.0 PSF BC LATERAL SUPPORT <- 12'OC. UON. DL ON BOTTOM CHORD 7.0 PSF TOTAL LOAD 41.0 PSF NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ALL FLAT TOP CHORD AREAS HOT SHEATHED REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP OVERHANGS: 19.6" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1-06 10-00-00 14-04 VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL - -0.006" 8 -11- 6.8" Allowed - 0.109" MAX TL CREEP DEFL - -0.012" 9 -1'- 6.8" Allowed - 0.163" MAX LL DEFt. - -0.012" 9 8'- 0.0" Allowed 0.447" MAX TL CREEP DEFL - -0.030" 9 8'- 0.0' Allowed 0.671' MAX HORIZ. LL DEFL 0.006' 9 141- 0.5' MAX HORIZ. TL DEFt. 0.011" 9 141- 0.5" Wind: 110 mph, h=15ft, TCDL."8.4,BCDL4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. [Max CSI: TC:0.30 BC:0.46 Web:0.22 I tX4 0 C 9-10-15 4-05-01 8-00 JOB NAME: Buena Vista Lot 3 - F9-H2 WARNINGS: I. Balder and creation Sarthauto, streal be adolsod atoll General Note, ondWbn4,6sbnlaeatrot,uCinnreanme.. 5r4 anerpreestee web brnthg must be Irralalled strom Olsen.. Additional tanpermy bradtg to teen stuBBy durl,rg coneltuatlne Is ft tenygellblity at me erector. Mdlilenat penrrenoat brashrg at the overall slrudwe lathe IeoperstrIBy of the batldbg designer. No laud ehnrdd be nypOod to any noinpenent until one, all b,0dr8 and fastener. are Sonpiot. and 01 as line stRuM arty toads greate, lien dedgn toad, be applied to enyeenrpenerd. CenrpoTna hum noutrel eva,ord RuOnSCe, rn.pe,stbllfty to, the tabrtcetlam hoadlftg. eNpneol and hrotatalianoteomponont.. 3. TN. design IsIundolred sub(aullallim ItinIlotlens eel faIth by TPlPN1CAtrr SCSI, eepl.soturlddroll be fu,rj.hod open request MiTch USA, IncJCompuTnio Software 7.6.6(IL)-E Scale: 0.3687 GENERAL NOTES. w4aeoothe,stee noted: I. Thin desIgn Is boned erdy Ityonthe parenetars ohoen and in toe an lndMduat btlildtrg ceenpenent thftpOnetelity of dee1n parameter, and proper lnne,perotloeeteempenmft In the respennlblttly of the b.dtdtr deolonor. Deign asearne, the top and botto,n chOrds to be laterally braced it 7a. and at ISa.,. reepedleety edo.. braced Breuhoot their te,rlhby oaudrsouotheottony eath as plywood .IreotlidnplTC) audio, dryunot(BC). 5, Impact bddglrg or talent bracing requhed where sIRen a, ln,t.tatlarroitnaolstha ,enpwr,lbSty of the renpecttaeconhoctar. S. Design canines ta.eoas are to be used Ino nonconoolvo eiwl,onjne4 and ore to, odry oandltia,r oral.. Dnelgnnseune.fug towns or all euypaft oharom fthlnt or wedge if flOOaOrV. Denlgnoeeume, adequate d,etisgo Is prsnbred. Plate, strait be located an bath foaeooitttan, and placed no dod, center titan coincide otthlolrd carder tine,. Digits Indicate sine ofplota InincIree. it Far basic eanredor plate design natues sea ESR-I31I. ESR.lO88 (MiTch) Truss: F9-H2 DATE: 4/25/2016 SEQ.: K1926347 TRANS ID: LINK Symbols PLATE LOCATION AND ORIENTATION 1 Center plate on joint unless x, offsets are indicated. I Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth, For 4 x 2 orientation, locate l.AJ plates 0- ' from outside Numbering System nsions shown in ft-in-sixteenths 6-4-8 dime (Drawings not to scale) I 1 2 3 TOP CHORDS CI-2 c2-3 WEBS oe I 9 a- 0 C7-8 c6-7 C5-6 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury Additional stability bracing for truss system, e.g. diagonal orX-bracing, Is always required. See BCSI. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection or, property owner and all other Interested= BOTTOM CHORDS edge of truss. 8 7 6 5 Cut members to bear tightly against each other. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MiTek 20/20 software or upon request. NUMBERS/LETTERS. unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: The first dimension is the plate Camber Is non-structural consideration and Is the width measured perpendicular 4 x 4 ESR-1 311. ESR-1352, ESR1 988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1 397, ESR-3282 camber for dead load deflection. the length parallel to slots. Ii. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION Lumber used shall be of the species and size, and Southern Pine lumber designations are as follows: in at respects, equal to or better than that Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NOS SP represents ALSC approved/new values Top chords must be sheathed or purtns provided at output. Use I or I bracing with effective date of June 1. 2013 spacing indicated on design. if indicated. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, it no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2012 Milek® All Rights Reserved Connections not shown are the responsibility of others. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MM Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: W1 ANSI/TPI1: National Design Specification for Metal Review all portions of this design (front. back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek Design assumes manufacture in accordance with Guide to Good Practice for Handling. ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 01/29/2013 TIMBER PRODUCTS INSPECTION, INC. dba GENERAL TESTING AND INSPECTION AGENCY 105 SE 124th AVENUE VANCOUVER, WA 98684 Timber Products Inspection (TP) and General Testing and Inspection (GTI) are code recognized by the International Conference of Building Officials (ICBO E.S.) which as of January 1, 2003 became the International Accreditation Service, Inc. (lAS) with the new assigned number of AA-664. This is to verify that: ALOHA LUMBER AND TRUSS, INC. RAMONA, CA TP #7112 Is currently an active member in good standing in the TP Third Party Truss Auditing Program and has been since JULY, 2005 Brian 1-lensley 1,Efgc24P.__ 74.'j1' Truss Manager -Western Division October 29, 2010 TIMBER - - ..ODUCTS INSPECTION October 29, 2010 To Whom It May Concern: This is to verily that Aloha Lumber and Truss Inc of Ramona, CA is a subscriber in the Timber Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (lAS) with the assigned number of AA-664. TP and the GTI quality assurance marks have been recognized in the West by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third party audits at the Aloha Lumber and Truss Inc in Ramona, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Aloha Lumber and Truss Inc personnel are authorized to apply the GTI Quality Mark to trusses that are manufactured in accordance with the latest revision of the ANSI/TPI Standards. All stamping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. If you have questions regarding the status of any plant in the TP/GTI program, please contact Janet Rustad (360) 449-3840 ext. 10. Sincerely, TIMBER PRODUCTS INSPECTION i4W19 j4 Brian Hensley Truss Manager - Western Division Ijr Xc: File 105 SE 1241h Avenue I P.O. Box 919 • 1641 Sigman Road Vancouver, Washington 98684 Cbnyers, Georgia 30012 360/449-3840 • FAX: 360/449-3953 770/922-8000 9 FAX: 770/922-1290 MiTek USA, Inc. I CompuTrus Software Warnings & General Notes WARNINGS: Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2x4 compression web bracing must be installed where shown +. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. This design is furnished subject to the limitations set forth by TPIIWTCA in BCSl, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC) and/or drywall (BC). 2x Impact bridging or lateral bracing required where shown + +. Installation of truss is the responsibility of the respective contractor. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. Design assumes full bearing at all supports shown. Shim or wedge if necessary. Design assumes adequate drainage is provided. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. Digits indicate size of plate in inches. For basic connector plate design values see ESR-1 311, ESR-1 988(MiTek). ICC-ES Evaluation Report ESR-1988 www.icc-es.orp I (800) 423-6587 I (562) 699-0543 DIVISION: 060000-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: TI-18, MTI8, MTI8HSTM, MI8SHS'M, TL20 and MT20 1.0 EVALUATION SCOPE Compliance with the following codes: 2009 International Building Code® (2009 IBC) 2009 International Residential Code® (2009 I RC) 2006 International Building Code® (2006 IBC) 2006 International Residential Code® (2006 I RC) 1997 Uniform Building Code (U BC) Property evaluated: Structural 2.0 USES Milek® metal truss connector plates are used as joint connector components of light wood-frame trusses. 3.0 DESCRIPTION 3.1 MiTek® TLI8 and MTI8: Models TLI8 and MTIB metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base-metal thickness of 0.0456 inch (1.16 mm). The plates have teeth 3/ inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2-inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. Reissued December 1, 2010 This report is subject to re-examination in two years. A Subsidiary of the International Code Council® 3.2 Milek® MTI8HS'M: Model MT18HS1' metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653, Grade 60, high-strength, low-alloy steel (HSLAS) with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base-metal thickness of 0.0456 inch (1.16 mm). The plate has teeth /8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 112-inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTek® MI8SHS'M: Model MI8SHSTM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466-inch (1.18 mm) total thickness], hot-dipped galvanized steel that meets the requirements of ASTM A 653 SS, Grade 80 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base metal thickness of 0.0456 inch (1.16 mm). The plates have 3/8-inch-long (9.5 mm) teeth, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm 2) of surface area. Plates are available in 1/2-inch-width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 3.4 Milek® TL2O and MT2OTM: Models TL20 and MT20TM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base-metal thickness of 0.0346 inch (0.88 mm). The plates have teeth inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are ICC.ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied as to any finding or other matter in this report or as to any product covered by the report Copyright 02011 Page 1 of 3 ESR4 988 I Most Widely Accepted and Trusted Page 2 of 3 staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 112-inch width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic-platen embedment presses, multiple roller presses that use partial embedment followed by full-embedment rollers, or combinations of partial embedment roller presses and hydraulic-platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for Metal Plate Connected Wood Trusses, shown as Section 4 in ANSIITPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. 5.0 CONDITIONS OF USE The Milek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these truss plate connectors, must be accompanied by documentation showing that the design, manufacture, and proposed installation conform with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to ANSIITPI 1, engineering drawings and the applicable code. 5.4 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance ratios) used in the design of trusses, using Milek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code, and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSIITPI 1 Section 6.4.5 must be applied to the table values when the lumber moisture content exceeds 19 percent Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire-retardant- treated lumber or preservative-treated lumber. 5.6 Metal truss connector plates must be installed in pairs on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSIITPI 1. 5.8 MiTek® metal truss connector plates are manufactured in St Charles, Missouri; Phoenix, Arizona: Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSIITPI 1-2007. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The Milek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the MT20N plate is embossed "MT20"). Additionally, boxes containing the connector plates must be labeled with the Milek® Industries name, the metal connector plate model, and the evaluation report number (ESR-1 988). TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC-PLATEN EMBEDMENT3 (1b1in2!PLATE) LUMBER SPECIES SG AA EA AE EE TLIB, MTIB, MTIBHSTM, MI8SHSTM, TL.20 and MT20TM Douglas fir-larch 0.49 248 203 170 171 Hem-fir 0.43 188 159 133 141 Spruce-pine-fir 0.42 206 162 125 122 Southern pine 0.55 244 192 171 178 For SI: l Win 2 = 6.9 kPa. NOTES: 'Tooth-holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load. EA = Plate perpendicular to load, wood grain parallel to load. AE = Plate parallel to load, wood grain perpendicular to load. EE = Plate perpendicular to load, wood grain perpendicular to load. All truss plates are pressed into the wood for the full depth of their teeth by hydraulic-platen embedment presses, multiple roller presses that use partial embedment followed by full-embedment rollers, or combinations of partial-embedment roller presses and hydraulic-platen presses that feed trusses into a stationary finish roller press. ESR-1988 I Most Widely Accepted and Trusted Page 3 of 3 TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE DIRECTION TLIS AND MTIS MTI8HSTM MI8SHSTM TL20 AND MT20TM Efficiency Pounds! inch/Pair of Connector Plates Efficiency Pounds! inch/Pair of Connector Plates Efficiency Pounds! inch/Pair of Connector Plates Efficiency Pounds! inch/Pair of Connector Plates Tension values in accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the joint)2 Tension @0° 0.5 1149 0.48 1596 0.52 2247 0.49 857 Tension @900 0.52 1208 0.5 1671 0.53 2292 0.49 854 Tension values in accordance with TPI-1 with a deviation (see Section 5.4.9 (e) 1) (Maximum Net Section Occurs over the join?) Tension @0° 0.59 1349 0.59 1975 0.6 2586 0.59 1035 Tension @900 0.53 1214 0.51 1727 0.54 2341 0.49 861 Shear Values Shear @0° 0.56 874 0.55 1099 0.53 1363 0.51 604 Shear @30° 0.66 1023 0.57 1153 0.57 1482 0.74 876 Shear @60° 0.83 1283 0.74 1492 0.7 1805 0.82 970 Shear @900 0.49 757 0.52 1052 0.39 1012 0.58 686 Shear @ 1200 1 0.39 1 608 0.4 1 802 1 0.41 1 1073 1 0.42 1 498 Shear @ 1500 1 0.45 1 702 0.37 1 745 1 0.33 1 868 1 0.5 1 592 For SI: 1 lb/inch = 0.175 N/mm, 1 inch = 254 mm. NOTES: 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage, or 0.0466 inch (1.184 mm) for 18 gage in accordance with Section 4.3.4 of ANSI/TPI 1. Minimum coating thickness for G60 is 0.0010 inch (0.025 mm) total for both sides in accordance with Section 4.3.6 of ANSI/TPI 1. 2Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 3Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. 0.125" 0.250" 0.125" 0.375" BfflIjE1rj 11111111111 IT, II IIlIIII I Ill [I El [I I]1]El1] [JI] {] [] 0 z -J HUDODUOUDOU Rn 0 4000000 0 WIDTH MTI8, TLI8, MTI8HS, MI8SHS, MT20, TL20 FIGURE 1-APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (inches) (1 inch = 25.4 mm) ICC-ES Evaluation Report ESR-1 311 Reissued June 1, 2011 This report is subject to renewal in two years. www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 0600 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M- 20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTm 1.0 EVALUATION SCOPE Compliance with the following codes: 2006 International Building Code® (IBC) 2008 International Residential Code® (IRC) 1997 Uniform Building CodeTM (U BC) Property evaluated: Structural 2.0 USES Milek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base- metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch (13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch (9.4 mm) long, and there are 4.8 teeth per square inch (0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base-metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1- inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTM: Models M-20 HS, MIl 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 Grade 60, high-strength, low-alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base-metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic-platen embedment presses, multiple roller presses that use partial embedment followed by full-embedment rollers, or combinations of partial embedment roller presses and hydraulic-platen presses iCC-ES EvaluationRepo its are not lobe construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed as an endorsement of the subject 0111w report or a recommendation for its use. There is no warranty by ICC Evaluation Service. LLC. express or implied as to any finding or other ni alter in this report or as to any product covered by the report -"•' copyright 0 2011 Page 1 of 5 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 that feed trusses into a stationary finish roller press. 5.4 Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for Metal Plate Connected Wood Trusses, shown as Section 4 in ANSIITPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the Milek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates has not been evaluated. The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance ratios) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables I and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTeke Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSIITPI 1 Section 6.4.5 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire-retardant- treated lumber or preservative-treated lumber. 5.5 5.0 CONDITIONS OF USE The Milek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to ANSIITPI 1, engineering drawings and the applicable code. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSIITPI 1. 5.8 MiTek0 metal truss connector plates are manufactured in Saint Charles, Missouri; Phoenix, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSIITPI 1-2002. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed °M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTeke Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR4 311 1 Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC-PLATEN EMBEDMEN73 (lb/in'/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mil 16 Douglas fir-larch 0.5 176 121 137 126 Hem-fir 0.43 119 64 102 98 Spruce-pine-fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir-Iarth 0.5 220 195 180 190 Hem-fir 0.43 185 148 129 145 Spruce-pine-fir 0.42 197 . 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir-larch 0.5 165 146 135 143 Hem-fir 0.43 139 111 97 109 Spruce-pine-fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: lib/in' = 6.9 kPa. NOTES: 'Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicularto load EE = Plate perpendicular to load, wood grain perpendicular to load 3All truss plates are pressed into the wood for the full depth of their teeth by hydraulic-platen embedment presses, multiple roller presses that use partial embedment followed by full-embedment rollers, or combinations of partial embedment roller presses and hydraulic-platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND PAll 20 P4-20 HS, MII 20HS AND MT20HS Efficiency • Pounds! inch/Pair of Connector Plates Efficiency Pounds! inch/Pair of Connector Plates Efficiency Pounds! inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)2 Tension @0° 0.70 2012 0.50 880 0.59 1505 Tension @900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e) 11 Maximum Net Section Occurs over the Joint3 Tension @00 0.68 1945 0.62 1091 0.67 1716 Tension @90° 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49 574 0.43 761 Shear @30° 0.61 1173 0.63 738 0.61 1085 Shear @60° 0.73 1402 0.79 936 0.67 1184 Shear @900 0.55 1055 0.55 645 0.45 792 Shear @120° 0.48 914 0.42 490 1 0.34 608 Shear @ 150° 0.35 672 0.46 544 0.3 537 For SI: 1 lb/inch = 0.175 N/mm, linch = 25.4 mm. NOTES: 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage; or 0.0575 inch (1.461 mm) for 16 gage in accordance with Section 4.3.4 of ANSIITPI 1. Minimum coating thickness for G60 is 0.0010 inch (0.025 mm), total, for both sides in accordance with Section 4.3.6 of ANSl!TPI. 2Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 3Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 5 O.330 Diew SA MM 4.1 Mir 0.4271, 10S mm H M-16, MII16 0,125' 0.250' 0.125' DjIjIlgIiEI UEIUOUflDUIiUU 000040040 0 Do n 04 000 DOI d oOnO • DDflDUEI n i M-20, MU20 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) ESR4 311 I Most Widely Accepted and Trusted Page 5 of 0.125° 0.25C 0.500' 0.365' 3,2mm 6Amm 12,7mm 9.3n*n tHht - Ei bB! dUEl Bü EJ0 iiU ' -00 BEJO DFJ ul . LOEi E1110 GB A 00 D I [t 11B0 EJ[JEJ 000 MD1H M-20 HS, Mll 20 HS, MT2OHS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) bumpU1i'usInc. Custom Software Engineering Manucturing Gable end trusses that have been designed to support vertical and/or seismic loads sometimes require that their top chords be notched for outlookers. These types of trusses have come under increased scrutiny by the building departments and their field inspectors. The top chord is a critical component in the truss and considerations must be made during the design process to prevent repairs later. Several options are listed below. Option I: For 2x4 Outlookers • For 2x4 Outlookers. Requires 2x4 blocking between outlookers. ut into Lte t into Option II: For 4x2 Outlookers For 4x2 outlookers. Notches must be cut with care. No blocking required. Same cutting as for common. Shim let-ins at each end for full bearing. Option Ill: For 4x2 Outlookers - Span <24'-O" • For 4x2 outlookers. 4x2 blocking between outlookers required. Option IV: For 4x2 Outlookers with full • 4x2 notches must be cut with care. continuous bearing, studs at 16" o.c., and • No extra measures required. sheathing material attached to one face IBC 2009105C 2010 MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE U ID MiTek USA, Inc. (LV Mflek USA, Inc. Page 1 of 1 MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE 24°O.C. 48"O.C. 72" 0. C. BAY SIZE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B 1C 1D C D lo t-17, 1610 1886 1886 2829 4715 j 7074 12 0 1342 1572 1572 2358 ' 3143 3143 4715 140 1150 1347 1347 2021 Un 16'-0" 1006 1179 1179 1768 2358 2358 3536 , ' 181-01 894 1048 1048 1572 3143 4715 a 1886 1886 1 2829 1 20 0 805 943 943 1414 ç1 . Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING ID REQUIRED TOTRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTOTHE ROOFAND/OR CEILING DIAPHRAGM. THE DIAPHRAGMS TOBE DESIGNED BYACUALIFIED PROFESSIONAL I X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MIST BE SAME SE AND GRADE OR BETTER. AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (OF, HF, SPF) AT APPROX. 45 DEG REESANOSHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (O.1 31'A25) FOR 1 X BRACES, 2-II (0.131'x 3') FOR SG and 2n4 BRACEG, AND 3-lad (0.13,G') FOR 24 BRACES. I. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.I3I1(2.IT) NAILS FOR 1 X LATERAL BRACES. - 2-10d (0.1 31-1w) NAILS FOR 20 atnl 20 LATERAL BRACES, AND 3-lad (O.I3I',S) FOR 2,5 LATERAL BRACES. B 2 X 3113, SM. CONST (SPF. OF, HF, OR SYP) S. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT (.EAST ONE TRUSS SPACE FOR CONTINUITY. S. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4113, STD, CONST (SPF, OF, HF, OR SYP) DSB.89 TEMPORARY BRACING OFMETAL PLATE CONNECTED WOOD TRUSSES AND SCSI GUIDETO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OFMETAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA sixi TRUSS PLATE INSTITUTE. ci1dushcom and wMv.Ipblstorg D 2 X 6113 OR BETTER (SPF, OF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. S. TABULATED VALUES ARE BASED ON A DOL 1.15 FOR STABILIZERS: FOR A SPACING OF 24 O.C. ONLY. MITEK 'STABIUZER TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B. C AND 0 BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE 10 BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS. STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE STABUZER TflhI flnarI.fl IMCTaI I at flu firma nun nnnnmn,r cnrelmrnrlflu CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) OFESSi so 448 m EX Ul-13 TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall root system. The method shown here is just one method that can be used to provide stability against web budding. C JANUARY 1, 2009 L-BRACE DETAIL ST - L-BRACE ® wI MiTek USA, Inc. Nailing Pattern L-Brace size Nail Size Nail Spacing 1 x4 or 6 lOd 8" o.c. 2x4, 6, or 8 16d 8" o.c. Note: Nail along entire length of L-Brace (On Two-Plys Nail to Both Plies) Nails WE Web MiTek USA, Inc. Page 1 of 1 Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x30r2x4 1x4 2x6 1x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. L-Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3or2x4 2x4 2x6 2x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. L-Brace must be same species grade (or better) as web member. OFESSj 4486 \ E181-13.4,/* PFcp. JANUARY 1, 2009 SCAB-BRACE DETAIL ST - SCAB-BRACE Milek USA, Inc. Page 1 of 1 liD Milek USA, Inc. Note: Scab-Bracing to be used when continuous lateral bracing at midpoint (or 1-Brace) is impractical. Scab must cover full length of web +1- 6". THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x_ SCAB TO ONE FACE OF WEB WITH 2 ROWS OF lOd (3" X 0.131") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. WE MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE NA\ 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 Nails Section Detail Scab-Brace Web Scab-Brace must be same species grade (or better) as web member. OFESSI so .CO74486 OF Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3or2x4 2x4T-Brace 2x4 I-Brace 2x6 2x6 1-Brace 2x6 I-Brace 2x8 IM 1-Brace 2x8 I-Brace Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x30r2x4 2x4 1-Brace 2x4 I-Brace 2x6 2x6 1-Brace 2x6 I-Brace 2x8 12x8 1-Brace 2x8 I-Brace 1-Brace Il-Brace must be same species and grade (or better) as web member. FIESS/ - C.Q74486 rn WE Nails August 10, 2010 EEJ ® liD MiTek Industries, Inc. T-BRACE/I-BRACE DETAIL WITH 2X BRACE ONLY I ST-T-BRACE2 Milek Industries, Chesterfield, MO Page 1 of 1 Note: 1-Bracing / I-Bracing to be used when continuous lateral bracing is impractical. 1-Brace / I-Brace must cover 90% of web length. Note: This detail NOT to be used to convert 1-Brace Il-Brace webs to continuous lateral braced webs. Nailing Pattern 1-Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 1 O 6" o.c. Note: Nail along entire length of 1-Brace / I-Brace (On Two-Ply's Nail to Both Plies) Nails Brace Size for Two-Ply Truss Nails \IEW18,,/4 Web I-Brace Nails SIDE VIEW SIDEVIEW (2x4) (24) 3 NAILS 2 NAILS u NEAR SIDE I\ A I NEAR SIDE FAR SIDE FAR SIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS XNEAR SIDE i FAR SIDE NEAR SIDE FAR SIDE JULY 11, 2011 LATERAL TOE-NAIL DETAIL ST-TOENAIL =00 Milek USA, Inc. Milek USA, Inc. Page 1 of 1 NOTES: TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT TOE-NAIL SINGLE SHEAR VALUES PER NDS 2005 (lb/nail) - DIAM. SYP DF HF SPF SPF-S w .131 88.1 80.6 69.9 68.4 59.7 o .135 93.5 85.6 74.2 72.6 63.4 .162 118.3 108.3 93.9 91.9 80.2 .128 84.1 76.9 66.7 65.3 57.0 9 .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7 82.8 72.3 C', .120 73.9 67.6 58.7 57.4 50.1 .128 84.1 76.9 66.7 65.3 57.0 b .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)- 16d NAILS (.162' diam. x 3.5) WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) =317.0 lb Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS X I NEAR SIDE I NEAR SIDE SIDE VIEW (2x4) 3 NAILS X I NEAR SIDE iNEAR SIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS -i NEAR SIDE -i NEAR SIDE -i NEAR SIDE - NEAR SIDE JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL-SP MiTek USA, Inc. Page 1 of 1 =00 NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. Li 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH I1IIifiIiIiI AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES Milek USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) - DIAM. SYP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 .135 93.5 85.6 74.2 72.6 63.4 .162 108.8 99.6 86.4 84.5 73.8 C.) .128 742 1 67.9 58.9 57.6 50.3 8 .131 75.9 1 69.5 60.3 59.0 51.1 .148 81.4 1 74.5 64.6 63.2 52.5 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d NAILS (.162" diam. x 3.5') WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3, 2x4) 2 NAILS X I NEAR SIDE I NEAR SIDE SIDE VIEW (2x6) 3 NAILS X I NEARSIDE NEAR SIDE u NEAR SIDE ANGLE MAY VARY FROM 30° TO 60° 45.00° ANGLE MAY VARY FROM 30° TO 60° ANGLE MAY VARY FROM 30°T060° 45.00° 45.00° OFESSi so o1, PFCAIL JANUARY 1, 2009 I SCAB APPLIED OVERHANGS [\T TRUSS CRITERIA: 1LL? LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24' O.C. TOP CHORD: 2x4 OR 2x6 PITCH: 4/12 -12/12 MiTek USA, Inc. HEEL HEIGHT: STANDARD HEEL UP TO 12° ENERGY HEEL END BEARING CONDITION ST-REP1 3A MiTek USA, Inc. Page 1 of I NOTES: ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF, HF, SYP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 1 O COMMON WIRE NAILS (.148"DIk x 3°) SPACED 6"O.C. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES OFESSi0 Ø.00N% 4486 1r 1-13 / C OCTOBER 1, 2006 REPLACE BROKEN OVERHANG ST-REP13B MiTek USA, Inc. Page 1 of 1 fl1L Lsai MiTek USA, Inc. TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24° O.C. TOP CHORD: 2x4 OR 2x6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD END BEARING CONDITION HEEL UP TO 12° ENERGY HEEL NOTES: ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF, HF, SYP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF lOd COMMON WIRE NAILS (.148°DIA. x 3") SPACED 6°O.C. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x_ SCAB CONNECTOR PTE MUST BE FULLY IMBEDDED AND UNDISTURBED (L) I (2.0xL) 24" MAX 24" MIN IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24' o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES 0 SOON - .0-Q74486 OF FEBRUARY 14,20121 CONVENTIONAL VALLEY FRAMING DETAIL I ST-VALLEY1 Milek USA, Inc. RIDGE BOARD GABLE END, COMMON TRUSS SEE NOTE #6 OR GIRDER TRUSS Miiek USA, Inc. /. / = = = tA = = = = VALLEY PLATE L) öfl c: - VALLEY RAFTERS (SEE NOTE #8) II II SEE NOTE #2) jHLJ PLAN -- LWINYJJb-. II1UD lYrIL,ML POST (24' O.C. GABLE END, COMMON TRUSS LMIN IL, I ILPIN TRUSS MUST GENERAL SPECIFICATIONS BE SHEATHED NOTE: 48' O.C. MAXIMUM POST SPACING WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD =30 PSF (MAX) BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASIDE 7-98,ASCE 7-02, ASCE 7-0590 MPH (MWFRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-1 0 115 MPH (MWFRS) INSTALL 2 x4 VALLEY PLATES, FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5"X.131") NAILS. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 a 4 POSTS SPACED 48' D.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) lOd (3" X .131")NAILS FASTEN POST TO ROOF SHEATHING WITH (3)1 Od (3" X.131-)TOE-NAILS. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24!'0 1 C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5" X.131') TOE-NAILS. FASTENVALLEY RAFTER TO VALLEY PLATE WITH (3) lEd (3.5' X.131-1 TOE-NAILS. SUPPORT THE VALLEY RAFTERS WITH 2 a 4 POSTS 48"O.0 (OR LESS) ALONG EACH RAFTER. sooAl INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) lCd (3" X.1 31 -) NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2)16d (3.5" X.131-) NAILS. .) POSTS SHALL BE 2 a 442 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN \ YELLOW PINE. POSTS EXCEEDING 75' SHALL BE INCREASED TO 4 a 4 OR BE PRE-ASSEMBLED )74486 (2) PLY 2 a 4's FASTENED TOGETHER WITH 2 ROWS OF lCd NAILS 6" O.C.. E1-13 ,,) CONN. W13 16d COMMON WIRE (0.162D1A. X 3.5" LGT) TOE NAILS DETAIL FOR COMMON AND END JACKS Mu/SAC -8 -20PSF 8/31/2005 I PAGE 1 I MAX LOADING (psi) ISPACING 2-0-0 TCLL 20.0 Plates Increase . 1.15 BRACING MiTek Industries, Inc. TCDL 16.0 Lumber Increase 1.15 I TOP CHORD Sheathed. Western Division BCLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, OF-L No.V BOT CHORD 2 X 4 SPF, HF, DF-L No.2 SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22' LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE WI (.131'X3.0' MIN) NAILS @3" O.C. 2 ROWS Lfl'GTh OF EXTENSION AS DESIGN REQ'D 20'-0" MAX NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. \/ PPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE 62"DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED '-O" O.C. ALONG THE EXTENSION OF TOP CHORD. L:::z IA. X3.5" LGT) TOENAILS 3x4= CONN. W/2 16d COMMON WIRE (0.1eDIA. X 3.5" LGT) TOE NAILS 8-0-0 8-0-0 EXT. 2-0-0 4-0-0 JX4- OR A BEARING BLOCK. CONN. W12 16d COMMON WIRE(0.162"DIA. X 3.5") LOT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR 8-0-0 2-0-0 PRESSURE I BLOCKING INFO. I NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLITE, WARNING. Vr,IJij design parerneters and R&40 NOTES ON TINS AND INCLUDED ZUTEK REFERENCE PAGE 7517-7473 558'olus Design void for use anti, with tvtiTek connectors. This design is based Only upon parameters shown, and is for an individual building component. I 7777 Greenback Lane — • I 09 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not Iruss designer. Bracing shown I Citrus Suite 1Heights. CA. 9561E ! is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the respOnslblllily 01 the I erector. Additional permanent bracing of the Overall structure Is the responsibility of the building designer. For general guidance regarding I labdcalion6 quality conlrol, storage. delivery, erection and bracing. consult ANSI/TPI1 Quality criteria, D311-89 and BCSI1 Butldng Component I IiI iTek® Safety Information available from Truss Plate Institute, 593 DOnoli10 Drive. Madison. VA 53719. I /umpLrrusInc. Custom Software Engineering Manufacturing TRUSSES SPACED AS REQUIRED 16d NAILS IROUGH SPACER OCK INTO A )P PLATE NAIL TRUSS TO SPACER BLOCK WITH 2-16ci NAILS PARALLEL ONE SIDE. TOENAIL TRUSS TO TOP PLATE WITH 2-16d NAILS OPPOSITE SIDE. TOP JeA 2-16d NAILS INTO TOENAIL 2-16d NAILS EAVE BLOCK I I INTO EAVE BLOCK STUDS SPACED AS REQUIRED SECTION A-A ALTERNATE EXTERIOR WALL EAVE BLOCK WITH 2-16d NAILS PARALLEL ONE END, 2-16d NAILS TOENAILED OPPOSITE END. FILE NO: BLOCKING DETAILS DATE: 07/23/08 REF: 25.15-1 DES: SC IBC 2009 /CBC 2010 SEQ: S151507 SPACER BLOCK WITH 3-16d NAILS INTO TOP PLATES SEE NAILING REQUIREMENTS FOR SIPSON H2.5 CONNECTOR. BLOCK -TER CampuTrus, Inc FRAMING DETAILS WHERE HIPTERMINATION Custom Software Engineering Manufacturing POINT DOES NOT MEET WITH COMMON TRUSS. EXTENDED END JACK - #1 11 #2 11 #3 11 #4 END JACK COMMON TRUSS LULI 20 Vertical at .1 4-0'o.c. typical * I! * * HIP TRUSS See Engineereing for Details 20 LATERAL BRACING AS SECTION A-A SPECIFIEDON ENGINEERING ON ENGINEERING FILE NO: CALIF HIP DETAIL DATE: 07/23/08 REF: 25,15-1 DES: SC IBC 2009/CBC 2010 SEQ: S151508 OFESSi0 4' XP..3I31i15 OF CALWO I * ¶ TRUSSES SPACED AS ®SET NEXT TRUSS AND TOE NAIL TO PLATE () NAIL TRUSS TO BLOCK /'CDMPUTPUS. lnr-- Custom Software Engineering Manufacturing NON-BEARING PARTITION PERPENDICULAR TO TRUSS BOTIOM CHORD J:-'N.•• TRUSSCLIPC EQUAL WITH 1-16d NAIL OR SECTION A- EQUAL. 2X4 BLOCK-ATTACHED WITH 2-16d NAILS AT EACH END -'. TRUSS BOTTOM CHORD A4— A4J B41 B4J SECTION B-B PARTITION PARALLEL TO FILE NO: CONNECTION DETAILS DATE: 01/20108 REF: 25-15-1 DES: SC IBC 2009 /CBC 2010 SEQ: S151506 FILE NO: HIP OVERFRAMING DETAIL DATE: 07/01/09 REF: 25,15-1 IBC 2009/ CBC 2010 SEQ: 5482635 /N omp us,inc. Custom Software Engineering Manufacturing +InstsII 2X4 bracing at flat top chord areas at 240" o.c. unless otherwise noted M-14 AT VERTICALS. UON. 16.0" TYPICAL HIP OVERFRAMING DETAIL 12-0" M-1x3 AT VERTICALS. LiON. ______ For Truss Details not shown see appropriate CompuTrusdesign. Note: Flat over framing material to be equal or better in size and grade of fist portion of structural member. /NCDmpLifl us,Inc. PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM Custom Software Engineering Manufacturing CHORD UP TO 8'-0" AT HIP NO. I WITH CEILING LOAD OF lOpsf 3-I( Hip No.1 truss SIDE VIEW IXI)I end jack pressure block 3-lOd . Bottom chord of Hip 14 No. I truss 2-0" oc typical NOTE: Attach 2x4 Doug Fir pressure block to bottom chord of hip no. I with 4-16d nails. Bottom chords of end joints are attached with 3-1 Od nails at each end of the pressure block. FILE NO: PRESSURE BLOCKING DATE: 01/20/08 REF: 15,25-1 IBC 2009/CBC 2010 SEQ: S5480564 b:imp uTr us, in c ALTERNATE FRAMING DETAIL AROUND 30" ACCESS Custom Software Engineering Manufacturing TYPICAL ROOF TRUSS LAYOUT 24" 1. 24" I 24" 1 24" 1 24" t 24" L 24" NOTE: REFER TO APPROPRIATE ENGINEERING DETAIL FOR TRUSS TYPES DESIGNED FOROVERSPACING. ADJUSTED ROOF TRUSS LAYOUT single member common (net 24" o.c.) Ladder Frame Between trusses with 2x4 at 48' o.c. 24" I• 24" 1. 21" I 30" clear I 21" 1, 24" L 24" Section A-A FILE NO: 30' ATTIC ACCESS DATE: 07/23/08 REF: 25-1 IBC 2009/ CBC 2010 SEQ: S5480563 Section A-A 30" x 30" (bottom view) Access Opening ,/bompThus.in. Custom Software Engineering Manufacturing A) Section X JSetback L Hip Truss at 24" o.c.(Typical) 2x4 Post attached to each truss panel point and over head purlin with 2-16d nails. 2x4 No.1 Hem-Fir or No.2 Doug. Fir purlin at 4'0" o.c. 2x4 No.1 Hem-Fir or No.2 Doug. Fir stiffener attach to post with 3- 16d nails. Hip Truss No.1 setback from end wall as noted on truss design. Extended end jack top chord (typica. Common truss. Hip Corner Rafter. 2x4 Continuous lateral bracing. Extended bottom chord. FILE NO: Standard Hanger Detail DATE: 09/15/2008 DES: JCP See appropriate CompuTrus truss designs for details not shown. CompuTrus. Inc. TYPICAL TRUSS TO TRUSS HANGER DETAIL Custom Software Engineering Manufacturing 1. The hanger(s) specified on the CompuTrus truss design is fora truss to truss connection and for the design vertical loads only. Soo hangor manufacturort catalog for propor attachmcnt and installation requirements. See CompuTrus truss design fbr proper attachment of multiple girder members in order to transfer uniform and concentrated loads equally to all members. SECTION DETAIL Girder Truss (1 to 4 Members) Block (DI Plate D I I Raised Heel 2x4 M-3x6 2x6 M-3x8 2x8 M-3x10 2x10 M-3x12 x M-3x5 k1 8:"m :in. I Cantilever I Extensions must be supported every 4-0-0 max. Extensions may be plated as shown for additional length. Use M-3x8 plate for 2x4 lumber, M-5x8 for 2x6. ZjQ3M.PLTJr LJS. lrlr-- Custom Software Engineering Manufacturing Plate Pitch 2.82-3.00 M-3x8 M-3x5 M-3x8 3.00-4.50 M-3x8 M-3x5 M-3x8 4.50-6.00 F1-3x6 M-3x5 M-3x8 12 2 Deflection Criteria: Live Load = L1240 Dead Load = L/180 VIb Varies with pitch 3x4 0 - Do not overcut ripped chords. -ShimalIsupportssoIidto bearing Refer to Max Setback R347#max. W=1.5"min. 4 over 2 supports 0 R=694#max. W=1.5"min. LM - 3x4 1LLi W. 2x6,2x8,2x10 block FL grade Lumber Grades TC LL/DL I Max Setback I TC LLJDL Max Setback SPFI650F(1.5E) 20/7=27# *8O 2014 = 34# SPF2I00F(1.8E) 20/7=27# *8100 20/14 =34# 8-4.0 * Note: Max Setback is from inside of bearings. FILE NO: Hip Rafter-2x6(1 .25) DATE: 67101/09 SEQ: 2787668 IBC 2009ICBC 2010 Note: Conventional framing is not the responsibility of the truss dosignor, plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the advice of a local, professional engineer regarding conventional framing. ,/DmpUThus.Inc. Custom Software Engineering Manufacturing LUMBER SPECIFICATIONS: 11-3-12 CORNER RAFTER SETBACK 8-0-0 FROM END WALL LOAD DURATION INCREASE = 1.25+ 2x4 OF #1&BTR -OR- Top Chord LL (20 PSF) + DL (14 PSF) = 34 PSF 2x4 MSR 1SOOF I Alt. End Detail I N - 3x12 M-3x8 2-08-14 ,rt 11-03-12 FILE NO: Hip Rafter-2x4/2x4 DATE: 07/01/09 SEQ: 2787669 IBC 2009 /CBC 2010 TI' 'I, 11 2-08-14 M-3x8 Z' p Lifl- LIS In C: Custom Software Engineering Manufacturing LUMBER SPECIFICATIONS: 11-3-12 CORNER RAFTER SETBACK 8-0-0 FROM END WALL LOAD DURATION INCREASE = 1.15+ 2x4 OF #1&BTR -OR- Top Chord LL (25 PSF) + DL (7 PSF) = 32 PSF 2x4 MSR 1BOOF I Alt End Detail M-3x12 11-03-12 FILE NO: Hip Rafter-2x4/2x4 DATE: 07/08/11 SEQ: 2787669 IBC 2009 /CBC 2010 FILE NO: GABLE 90C (- W-11") DATE: 07/01/09 REF: 25-15 DES: SC IBC 2009/ CBC 2010 SEQ: S151508 OFF STUD 1x4 ADD-ON. ATTACH WITH 8d NAILS AT W o.c. 4x2 OLJTLOOKER DETAILS OVER STUD /'NComp us,inc. Custom Software Engineering Manufacturing FOR GABLE ENDS UNDER 6-1' IN HEIGHT MINIMUM GABLE STUD GRADE. 2x4 STUD GRADE DOUG-FIR Design conforms to Main Windforce-Resisting System also Components and Cladding criteria. Wind: 90 mph, h30ft max, ASCE 7-05, Enclosed, Cat.2, ExD.C. gable end zone, load duration factor--1.6 GABLE END M-2.5x4 (2) (2) 2x4 BRACE AT 16'4 ac. OR AT CENTERLINE ATTACH NTH 16d NAILS SHOWN IN 0. STRUCTURAL TRUSSES M.2.: (2) PLATE CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER BRACING FOR GABLE END CIJrOLIT FOR 4x2 OUTLOOKER CUTOUT FOR 42 OUTLOOKER FOR GABLE ENDS OVER -1 IN HEIGHT Design conforms to Main Wlndforce-Resisting Z21COMP~UTW-US,MINIMUM GABLE STUDGRADE 2x4 RUCTION GRADE DOUG-IR Systemalso Components and Cladding criteria. inc. CONSTRUCTION F _ GABLE STUD SPACING 16' cc I 1 1Wind: 90 mph, h30ft max, ASCE 7.05, I . Custom Software Engineering Manufacturing . Enclosed, Cat.2, Exp.0 gable end zone, load duration factor--11.6 Al lA(.HIJWIII1Ica FILE NO: GABLE 90C (+ 6'-1") DATE: 07/01/09 REF: 25-15 DES: SC IBC 2009/ CBC 2010 SEQ: S151507 I SHEATHING TO I GABLE END 2x4 BLOCKS WITH 3-16d NAILS EACH END 8d NAIL AT O.C. GABLESTUD 1-16d 16d at 24 o.c. Sd NAIL AT 8 o.c. NOTCHED PER OUTLOOKER SPACING 2x4 BRACE WITH 4-16d NAILS 2x4 BLOCK WTH 2-16d TOENAIL EACH END. 2-16d 2-16d 2-16d / 16d at 24" 1J_ bDmPurrusInc. Custom Software Engineering Manufacturing FOR GABLE ENDS OVER 6'-1 IN HEIGHT MINIMUM GABLE STUD GRADE 2x4 CONSTRUCTION GRADE DOUG-FIR GABLE STUD SPACING 16' cc Design conforms to Main Windforce-Resisting System also Components and Cladding criteria. Wind: 90 mph, h=30ft max, ASCE 7.05, Enclosed, Cat.2, ExD.C. gable end zone, load duration factor--1.6 6.0' nc MAX M-2.5x4 Am ((gr I ' No. (O8O6 II I EXP 3/31115 1 II = \ ell rç I 4OL OKER J M.10TypaI I I EN OF CAL%f 2x4 BRACES. BRACED - - - - - - AT 8-0' MAXIMUM 4 STUD ** M-2.5x4 M-2.5x4 4CONTINUOUS CONDITION 2 I BACKING GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, ATTACHED WITH 16d PROVIDED I STUCCO OR OTHER SHEAR RESISTING MATERIALADEQUATETO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BEATFACHED IN ACCORDANCE WITH IBC TABLE 2308.7. 2 GABLE ENDTRUSS IS ADEQUATELY ANDCONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL DRAG GABLE 90C (+ 6'-l') DATE: 07/01/09 REF: 25-15 DES: SC IBC 2009 / CBC 2010 SEQ: S151507 I SHEATHING TO I GABLE END 2x4 BLOCKS WITH 3-18d NAILS EACH END 8d NAIL AT C.C. GABLE STUD - led at Zr o.c. ~< c4 BLOCK 2-16d 16( WITH 2-16d 8d NAIL AT Wax. NOTCHED PER OIJFLOOKER SPACING -4- 2x4 BRACE WITH 4-18d NAILS TOE NAIL EACH END. 2-16d 2-16d at 24' o.c. Design conforms to Main Wlndforce-Resisting System also Components and Cladding criteria. Wind: 90 mph, h30ft max, ASCE 7-05, Enclosed, Cat.2, Exp.C. gable end zone, load duration factor1.6 FOR GABLE ENDS UNDER 6'-1" IN HEIGHT //"~CampuTrus, MINIMUM GABLE STUD GRADE - 4 STUD GRADE DOUG-FIR Custom Software Engineering Manufacturing GABLE STUD SPACING 107 oc CONDITION 2 GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, GABLE END PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATETO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE MATH IBC TABLE 2306.7. 2 GABLE ENDTRUSSISADEQUATELYANDCONTINUOUSLYCONNECTED TO SUPPORTING BEARING WALL 4 BRACE AT i &4r o.c. OR AT CENTERLINE ATTACH WTH 16d NAILS SHOWN IN (). (2) M-2.5x4 STRUCTURAL TRUSSES -4 M-2.5x4 - — PLATE (2) M-2.5x4 (SpI) VrVlIU CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUFLOOKER BRACING FOR GABLE END CUTOUT FOR 4x2 OUTLOOKER CIJFOIJF FOR 4x2 OUTLOOKER DRAG GABLE 90C (- 6'-1") DATE: 07/01/09 REF: 25-15 DES: SC IBC 2009/ CBC 2010 SEQ: S151508 OFF STUD 1x4 ADD-ON. ATTACH OVER STUD WITH 8d NAILS AT 9 o.c. 4x2O1JTLOOKER DETAILS GeoTek, Inc; RECEIVED 1384 Pothsertla Avenue. SuiteA Vista. CA 9208 1.8505 (760) 599.0509 Office (760) 59-0593. Fa* ww'geótekusa.com MAY 0 3 20 16 CITY OF CARLSBAD BUILDING DIVISION September 2, 2015 PN 3438-SD3 Mr. William King 5120 Avenida Encinas Suite 100 Carlsbad, California 92008 Subject: Report of Geotechnical Testing and Observation Grading for Parcels I through 4, King Property 1600 Buena Vista Way Carlsbad, California Dear Mr. King, In accordance with your request, GeoTek, Inc. is pleased to provide herewith the results of our geotechnical testing and observation services during regrading associated with grading for Parcels I through 4 of the King Property at 1600 Buena Vista Way, Carlsbad, California. CW- Construction Summary This report is limited to grading of the subject building pads. Grading was performed in accordance with the recommendations provided in GeoTek's prior report (References I and 2) and in substantial conformance with the project Grading Plan (Reference 3). Grading consisted of removal of loose surficial soils to expose the underlying dense paralic deposits. With the exception of the slope ascending at the rear and side of Parcel I all areas are engineered fill. Fill material was derived from the cut areas on site and also from the removal of surficial soils. Import was also used tp obtain the planned grades. Field density and laboratory test results indicate that the fill materials were compacted to a minimum of 90 percent relative compaction at the locations tested. The field density test results are included in Table 2. The approximate locations of the field density tests related to the grading for the subject lots are shown on Figure I. It should be noted that the finish grades vary slightly fro that indicated as the private storm drains systems on the lot pads were eliminated and the lot pad were graded to drain! GEOTECHNICAL I ENVIRONMENTAL I MATERIALS All material herein 0 2015 GeoTek, Inc. All Rights ReservedcT5 4 I3e1:3 Mr. William King September 2, 2015 Report of Geotechnical Testing and Observation Project No. 3438-SD3 Parcels I through 4. King Property Pate 2 Field Testing Our field density testing was performed in general accordance with ASTM Test Method D6983. Our field density testing program was conducted as follows: Field density tests were taken at periodic intervals and random locations to check the compaction efforts by the contractor. Visual classification of the soil in the field, compared to the soil descriptions from the laboratory testing, was the basis for determining the maximum density and optimum moisture content applied to each field density test. Laboratory Testing The laboratory testing pertinent to field density tests is the Moisture-Density Relationships for the various soils encountered: The laboratory maximum dry density and optimum moisture content for soil types tested were determined in general accordance with test method ASTM D 1557. Laboratory test results are presented in Table I. Conclusions It is our professional opinion that the site is suitable for the intended use provided that site construction and future maintenance is performed in accordance with the recommendations presented herein and in the reference reports. Based on the results of the above testing and observations, we conclude that the recommendations included in the approved soils engineering report remain applicable. Recommendations Any additional grading or construction on the site should be done in accordance with the currently applicable codes and standards. Recommendations should be sought from the Geotechnical Engineer prior to additional grading. IPA GEOTE K Mr. William King September 2, 2015 Report of Geotechnical Testing and Observation Project No. 3438-SD3 Parcels I through 4. King Property Page 3 LIMITATIONS Cuts, fills, and processing of original ground under the purview of this report, have been completed under the observation of, and with selective testing by GeoTek, Inc. and are found to be in compliance with the approved soils engineering report and applicable provisions of the current California Building Code (CBC). Our field density testing and observation services during building pad grading followed generally accepted professional engineering practices and no further warranty is implied nor made. This report is subject to review by the controlling authorities for this project. GeoTek, Inc. accepts neither responsibility nor liability for work, testing, or recommendations performed or provided by others. We appreciate the opportunity to be of service on this project. Please contact the undersigned if you have any questions. Respectful ly?' Jr. N6. 11.42 Up- OF C Timothy E. MItcalfe, CEG 1142 Principal Geologist Enclosures: Selected References Table I Laboratory Test Results Table 2 Summary of Field Density Test Results Figure I Density Test Location Plan WD b CIVI 6hris E. Lilback CE 35007 Senior Project Engineer G.EOTE K. Mr. William King September-2, 2015 Report of Geotechnical Testing and Observation Project No. 3438-SD3 Parcel 1-4 King Property References Selected References: "Geotechnical Update and Plan Review, Proposed Parcel Map Residential Lot, TPM I 3-02 Carlsbad, California" By GeoTek, Inc. "Preliminary Geotechnical Evaluation, Proposed Parcel Subdivision, Buena Vista Drive (sic) and James Drive, Carlsbad, California", By GeoTek, Inc. dated November 19, 2004 (PN 2643-SD "Grading Plans for The King Property, 1600 Buena Vista Way" in City of Carlsbad, by "The Sea Bright Company" dated 7-21 -IS GE 01 E K Mr. William King September 2, 2015 Report of Geotechnical Testing and Observation Project No. 3438-SD3 Parcels 1-4. King Property Laboratory Testing TABLE I LABORATORY TEST RESULTS - ASTM D 1557 Soil Description Maximum Dry Density (pcf) Optimum Moisture (% H20) A Red Brown, fine to medium, Silty Sand 133.0 8.5 B I Red Brown, fine to medium, Silty Sand (import) 126.0 10.5 GE 0 T E.K Inc., NAME IN CAPS ITALICS. GeoTek 914!2015 Job Name Grading Project No.: 2 -SD3 Location, CA Page 1 of 3 TABLE I SUMMARY OF FIELD DENSITY TESTS Template DATE T.5 Location 0. N Ste No. E.,,/ Depth Content (O4 Density Sol Type Maximum Density Test Type Rintive Corn paction (9 10/02/14 1 Let 2 East Stope Key Sta 12+50 2 157.0 10.7 121.9 A 133.0 N 92 2 L02 East Key Sta 12+25 2 - 158.0 9.0 129.0 A 133.0 N 97 3 Lot 2 East Steps Key St- 11+75 2 - 160.0 9.6 129.6 A 133.0 N 97 4 Lot East Steps Key Sta 11+50 3 - 160.0 8.8 128.3 A 133.0 N 96 5 L03 East Si00 Key Ste 11+00 3 - 163.0 9.8 127.2 A 133.0 N 96 6 Let 3 E05t Siopo Key S0 10+56 3 - 164.0 10.1 126.7 A 133.0 N 95 10/03/14 7 P,0p050d L50 Area NE or EstHon.o XX 1- 182.0 9.4 120.2 A 133.0 N 90 8 Proposed Lawn Aroa NE or E0H00,0 XX - 182.0 8.6 118.1 A 133.0 N 90 9 Lot 2Si00 F1 St. 11+95 2 - 164.0 8.6 121.7 A 133.0 N 92 10 Lot 3 Slope Fiii Ste 11+14 3 - 165.0 8.1 125.2 A 133.0 N 94 10/06/14 11 Let 3 South Section 3 - 162.0 9.6 122.7 A 133.0 N 92 12 Lot 3 South Section 3 - 162.0 8.7 123.5 A 133.0 N 93 13 Lot 3 Middle Section 3 - 163.0 9.6 124.5 A 133.0 N 94 14 Lot 3 North Section 3 - 163.0 8.9 125.1 A 133.0 N 94 15 Lot 3 North Section 3 - 164.0 8.8 122.3 A 133.0 N 92 16 Lot 3 Southwest Section 3 - 165.0 8.9 125.8 A 133.0 N 95 17 Lot 3 North Section 3 - 165.0 9.1 125.1 A 133.0 N 94 10/07/14 18 Let 3 Southeast Section 3 - 165.0 9.4 124.2 A 133.0 N 93 19 L 3 Middi0 Section 3 -1 165.0 9.3 1 125.4 A 133.0 N 94 20 1L.t 3 Middle Section 3 - 166.0 8.9 122.8 A 133.0 N 92 22 Lot 3 North Section 3 - 167.0 9.4 124.0 A 133.0 N 93 10/08/14 23 Lot 1 East Section 1 - 167.0 8.8 121.9 A 133.0 92 24 L04 East Section 4 - 169.0 8.7 120.6 A 133.0 ......L... 91 25 Lot East Section 1 - 170.0 9.2 122.7 A 133.0 N 92 26 L04 East Section 4 - 172.0 9.4 123.9 A 133.0 N 93 10/09/14 27 Lot 4 North Section 4 - 176.0 9.8 122.6 A 133.0 N 92 28 Lot 4 Miooio Section 4 - 176.0 9.6 123.8 A 133.0 N 93 29 L04 East Section 4 - 177.0 9.4 124.1 A 133.0 N 93 30 Lot South Section 4 - 177.0 9.8 125.1 A 133.0 N 94 31 Lot 4 West Section 4 - 178.0 8.9 123.1 A 133.0 N 93 32 Lot 4WostSection 4 - 180.0 9.2 122.1 A 133.0 N 92 33 L04 Southeast S00i05 4 - 180.0 9.7 124.7 A 133.0 N 94 10/10/14 34 Lot 4 West Section 4 - 180.0 9.9 125.7 A 133.0 N 95 35 Lot 4 West Section 4 - 180.0 9.4 124.2 A 133.0 N 93 36 Lot 4 West Section 4 - 181.0 8.9 123.8 A 133.0 N 93 10/15/14 37 Lot 4 West Section 4 - 180.0 9.2 120.9 A 133.0 N 91 38 Lot 4 West Section 4 - 180.0 8.9 125.8 A 133.0 N 95 39 Lot 4 West Section 4 - 181.0 9.1 122.7 A 133.0 N 92 40 Lot 4 West Section 4 - 181.0 9.2 123.1 A 133.0 N 93 10/16/14 41 4 - 182.0 10.2 125.4 A 133.0 94 42 Lot 4 West Section 4 - 182.0 9.1 120.7 A 133.0 N 91 43 Lot 4 East Section 4 - 182.0 10.4 124.6 A 133.0 N 94 44 L04 Northeast Section 4 - 182.0 10.3 1 125.2 A 133.0 N 94 10/17/14 45 L01 N0,n Section 1 - 170.0 10.1 124.6 A 133.0 N 94 46 Lot 1 West Section 1 - 169.0 9.7 122.1 A 133.0 N 92 47 kot 1 South Section 1 - 170.0 9.9 125.7 A 133.0 N 95 48 kot 1 East Section 1 172.0 11.1 126.7 A 133.0 N 95 Note: N = Nuclear Guage Test FG = Finished Grade Test All elevations are approximate NAME IN CAPS ITALICS. Job Name Location, CA GeoTek, Inc. Grading 91412015 Project No.: 2 -SD3 Page 20f3 TABLE I SUMMARY OF FIELD DENSITY TESTS Template DATE Test ki Ie. LocationCentont Lot No. te No. clod Depth lype Moisture boil Maximum Don 55 Text Type Rotative Compaction 10/20/14 49 Lot 1 W0 S0, 1 - 172.0 8.9 125.1 A 133.0 N 94 50 Lot 1 Mlddlo SoCtion 1 - 173.0 8.8 124.7 A 133.0 N 94 51 Lot East S0t0 1 - 173.0 9.2 123.8 A 133.0 N 93 52 Lot 1 Middle Section 1 - 174.0 9.1 124.9 A 133.0 N 94 10/21/14 53 L02 North Section 2 - 160.0 9.2 122.9 A 133.0 N 92 54 L02 South Soctien 2 - 161.0 9.4 124.2 A 133.0 N 93 55 L02 Middle S.ction 2 - 161.0 1 9.5 125.7 A 133.0 N 95 56 Let 2 South-..t Soction 2 - 160.0 8.3 120.2 A 133.0 N 90 57 L02 Middle Soction 2 - 161.0 8.7 122.8 A 133.0 N 92 58 L02 North Section 2 - 162.0 9.3 119.2 B 126.0 N 95 59 Lot2 West Section 2 - 163.0 10.2 118.1 B 126.0 N 94 60 L02 South Sncton 2 - 163.0 10.4 119.4 B 126.0 N 95 10/22/14 61 L02 Eaqt Section 2 - 163.0 8.6 126.5 A 133.0 N 95 62 Lot 3 Middle Sue.. 3 - 167.0 7.9 120.5 A 133.0 N 91 63 Lot 4 Middle Section 4 - 182.0 8.2 125.8 A 133.0 N 95 64 Lot 1 Middle Saction 1 - 174.0 8.0 122.9 A 133.0 N 92 10/23/14 65 2 - 163.0 9.8 124.4 A 133.0 N 94 66 2 - 163.0 9.4 125.1 A 133.0 N 94 67 Lot 2 Wast Soctio, 2 - 163.0 8.7 121.9 A 133.0 N 92 10/24/14 68 Lot 1 Dris.ewey 1 - 171.0 9.6 122.8 A 133.0 N 92 69 Lot 2 West Section Morn T00 2 - 171.0 9.6 122.8 A 133.0 N 92 70 Lot 2 Wast Soction C40 Too 0r S00 2 - 163.0 9.4 123.7 A 133.0 N 93 71 Lot 1 Dricewey 1 - 169.0 8.5 124.1 A 133.0 N 93 Note: N = Nuclear Guage Test FG = Finished Grade Test All elevations are approximate -. I • I' L&. I rrj rL/r, r r, r rI.rcm,im . -I _____ I _ '• - —•r '' PAfl I i:• r',': flCT** • -. t ...t •.• -7. - •-. 4.4. — ,'•-. _.\ I ••' ..% • - "•\ 4 j \ ••__ :--' \:Ex 'I ( :' — — • 2. 4q. - - - - ...-••' ••••-, •,. 4/:IV. I I -. — "I • ' •c P. .1' •••% :"o \ ..( •1' • •I 'S•. :. '' 'i;; :I'4 47 % \ ,-•$:. c Deposits \J,\\t , 4 • I '. iJ I • • •• 4P..r. ! ,11 • \ lull 54 I. -p -? #' '-: ..• /'4If 41 '. \:'ç;fl 41%%'5(X•I Or i L40.itI_ 40 vIQ .4 t ____ •1 d.__• I I_L__ —4 '—;I;•'— I • • *AFA I?IPPiI \ FIELD DENSITY TEST LOCATION 1406.4 I REMOVAL BOTTOM LOCATION LIMITS OF FILL THIS REPORT 4t-. Tr,- 1 r11: I GeoTekj Inc. 1384 Poinsettia Avenue. Suite A Vista, CA 920914505 (760) S99-0509 : :: (760)5"-0593!..--, WWW4eOtekUS&C0m p33;;;P-J RECEIVE FEB28 LANDD cu7 NGIEgPMENT February 3, 2014 Project No.: 3438-SD3 Mr. William King 5120 Avenida Encinas Suite 100 Catisbad, California 92008 RECEIVED DEC 21 2015 Subject Geotechnical Update and Plan Review CITY OF CARLSBAD Proposed Parcel Map Residential Lot BUILDING DIVISION TPMI3-02 Carlsbad, California Reference: I) "Preliminary Geotechnical Evaluadon Proposed Parcel Subdivision, Buena Vista Drive (sic) and James Drive, Carlsbad, California", By GeoTek. Inc. dated November 19, 2004 (PN 2643-SD3) 2) "Tentative Parcel Map No. 13-02,4 Lots and a Remainder Parcel", By Robert 0. Sukup. The Sea Bright Company, undated Dear Mr. King In accordance with your request, this report is to update the 2004 "Preliminary Geotechnical Evaluation" (Reference I) for the subject property and to review the referenced Tentative Parcel Map (Reference 2). In preparing this letter we reviewed the referenced report and plan, performed a brief site reconnaissance and reviewed aerial photographs available on Google Earth dated October 2004, December 2005, January and June 2006. January, February and March 2008, June 2009, August and September 2010, and November 2012. Discussion Site conditions are substantially similar to those at the time of our prior study. The only notable difference is the apparent removal of vegetation south of the existing residence that apparently occurred before the 2005 aerial photograph and near the northwest section of the site that apparently occurred before the June 2006 aerial photograph. Our review of the plan indicates that grading and development will be create new four parcels and a remainder parcel, all zoned as R- I. Additional right of way will be dedicated for James Drive, Buena Vista Way and Arland Road. Street widening will occur on Both James and Buena GEOTECHNICAL$ ENVIRONMENTAL I MATERIALS Mr. William King February 3. 2014 Carlsbad, California Project No.. 3438-03 Geotechnloi Update and Plan Review Page 2 of 7 Vista. Plans indicate that 1450 cubic yards of cut and All grading will occur to create level building pads with associated slopes. All slopes are designed at gradients of 2:1 or flatter. The highest proposed slope is a fill over cut approximately 15 feet high descending from Parcel 4 to Parcel 3. Slopes to this height were addressed in Reference I and expected to meet or exceed 1.5 factor of safety. The deepest planned fill is approximately 10 feet at the northeast corner of Parcel 4. The deepest planned cuts are about 5Yz feet of Parcels 1-3. All four parcels are planned as transition (cur/fill) lots. Geotechnical conditions are relatively straight forward with paralic deposits (alca terrace deposits) blanketed by up to two (2) feet of material considered to be "slopewash". The slopewash and the upper portion of the paralic deposits are considered to be potentially compressible. Testing indicated that site soils display very low expansion, although more expansive soils may be encountered. Recommendations In general, the recommendations in our referenced report are considered valid and remain applicable unless specifically modified herein. Based on the current plan and codes some modifications are warranted. These are offered below: is Building Codes and Standards Various sections of the prior Geotechnicat Evaluation referred to codes or test procedures that change over time. Example are: the 2001 California Building Code was referenced and ASTM Standards have been updated. All such dated references should be considered updated to the current code or procedure. As such, the 2013 California Building Code should be applied. With respect to updated test procedures for ASTM Standards these changes are not considered significant enough to warrant retesting at this time. ASTM standards referenced with dates are subject to the current standards. Testing during construction should be consistent with the then current standards. Grading Procedures The enclosed grading guidelines present general recommendations for site grading operations and should be considered as part of this report. Approximately three (3) of slopewash and weathered paralic deposits are anticipated to require removal and recompaction. This may vary and some locally deeper areas may be encountered. On transition lots or those with fill less than ten (10) feet in depths, the base of the fill should slope at a gradient no stepper than 3 (horizontal) to I (vertical). Cut areas and shallow fill areas S ) CX, C EOTE K Mr. William King Februasy 3.2014 Cazlsbad, California Project No.: 34384133 Geotechnical Upthte and Plan Review Page 3 of 7 on building pads should be over-excavated a minimum of 5 feet of below finish grade and returned to grade as engineered fill. Septic systems, buried foundations or other features associated with the existing residence on the remainder parcel could be encountered during grading if so appropriate recommendations can be offered at that time. Care should be taken not to impact adjacent properties during site grading this particularly true during needed removals. Seismic Design Parameters Current ground accelerations determined from the USGS Website, Earthquake Hazards Program vary from the values presented in our prior report. Current values are provided below. The site is located at latitude 33.1690 and longitude 117.3381. Site spectral accelerations (Ss and SI), for 0.2 and 1.0 second periods and 2 percent probability of exceedance in 50 years (MCE) was determined from the USGS Website, Earthquake Hazards Program. Interpolated Probabilistic Ground Motion for the Conterminous 48 States. The site is considered a Site Class "C". The results are presented in the following table: SITE SEISMIC PARAMETERS Mapped 0.2 sec Period Spectral Acceleration, 55(g) 1.030 Mapped 1.0 sec Period Spectral Acceleration, S (g) 0.434 Site Coefficient, Fa 1.00 Site Coofficient, Fv 1.00 Maximum Considered Earthquake Spectral Response Acceleration Parameter at 0.2 Second, SMS (g) 1.030 Maximum Considered Earthquake Spectral Response Acceleration Parameter at I second, SM I (g) 0.593 Design Spectral Response Acceleration Parameter for 0.2 Second, SDS (gj 1 0.753 Design Spectral Response Acceleration Parameter for 1.0 Second, SDI (g) 10.395 Seismically resistant structural design in accordance with local building ordinances should be followed during the design of the structures. The California Building Code (CBC) has been developed to reduce the. potential for structural damage. However, as the result of ground shaking generated by nearby earthquakes some level of damage and associated economic consequences are considered likely in this general area. ,a 0 EOTE K S Mr. William King Carlsbad, California Geoteabmeal Update and Plan Review Februaly 3. 2014 Project No: 3438-SD3 Page 4 of 7 Foundation Design Criteria Preliminary foundation design criteria for a conventional foundation system, in general conformance with the 2013 CBC and California Residential Code, are presented herein. These are typical design criteria and are not intended to supersede the design by the structural engineer. These recommendations also due not apply to areas that are delineated to have structural setbacks. Per the CBC site soils tested are not considered to be expansive soils. Below, are preliminary foundation recommendations assuming these conditions. If soils that are considered to be expansive are placed in the upper portions of the All then modified recommendations would be required. Additional laboratory testing should be performed at/near the completion of site grading to verify the expansion potential of the subgrade soils. A summary of our preliminary foundation design recommendations are presented in the table below: TABLE I - MINIMUM DESIGN REOUIREMENTS DESIGN PARAMETER EKIO & P1<20 Foundation Depth or Minimum Perimeter Beam Supporting I Floor —12 Depth (inches below lowest adjacent grade) Supporting 2 Floors —18 Minimum Soil Embedment (Inches) 12 Foundation Width (Inches) Supporting I Floors— 12 Supporting 2 Floors - IS Minimum Slab Thickness (Inches) 4 (actual) Minimum Slab Reinforcing No.3 rebar 24" on-center, placed in middle third of slab Minimum Footing Reinforcement Two (2) No.4 Reinforcing Bars One (I) top and one (I) bottom Presaturation of Subgrade Soil Not Specific (Percent of OptimumlDepth In Inches) I Wetted prior to pouring concrete It should be noted that the above recommendations are based on soil support characteristics only. The structural engineer should design the stab and beam reinforcement based on actual loading conditions. The following criteria for design of foundations should be implemented into design: 5k C EQT C K Mr. William King February 3. 2014 Carlsbad, California Project No.: 3438.03 Geotecbnlcal Update and Plan Review Page 5 of 7 I. An allowable bearing capacity of 2000 pounds per square foot (psf) may be used for design of continuous and perimeter footings at least 12 inches deep and 12 inches wide, and pad footings 24 Inches square and 12 inches deep. This value may be increased by 200 pounds per square foot for each additional 12 inches In depth and 100 pounds per square foot for each additional 12 inches in width to a maximum value of 3,000 psf Additionally, an increase of one-third may be applied when considering short-term live loads (e4. seismic and wind loads). The passive earth pressure may be computed as an equivalent fluid having a density of 250 psf per foot of depth to a maximum earth pressure of 2,500 psf for footings founded on engineered fill. A coefficient of friction between soil and concrete of 0.25 may be used with dead load forces. The upper one foot of soil below the adjacent grade should not be used in calculating passive pressure. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. A grade beam, 12 inches wide by 12 inches deep (minimum), should be utilized across large opening or garage entrances. The base of the grade beam should be at the same elevation as the bottom of the adjoining footings. Isolated exterior footings should be tied back to the main foundation system in at least one (I) orthogonal directions. It should be noted that additional recommendation may be needed in the event that deepened foundations (i.e. pierskaissons) are determined to be needed In setback areas. Miscellaneous Foundation Recommendations I. To minimize moisture penetration beneath the slab on grade areas, utility trenches should be backfllled with engineered fill, lean concrete or concrete slurry where they intercept the perimeter footing or thickened slab edge. Soils from the footing excavations should not be placed in the slab-on-grade areas unless properly compacted and tested. The excavations should be free of Iooselsloughed materials and be neatly trimmed at the time of concrete placement Under-slab utility trenches should be compacted to project specifications. Compaction should be achieved with a mechanical compaction device. If backfill soils have dried out, they should be thoroughly moisture conditioned prior to placement in trenches. Utility wench excavations should be shored or laid back in accordance with applicable CAL/OSHA standards. S. On-site materials may not be suitable for use as bedding material, but will be suitable as backfill. Jetting of native soils will not be acceptable. 'r~ C ECTE K Mr. William King Februsiy 3, 2014 Carlsbad, Cal Ifornia Project No.. 3438-SD3 Geotechnical Update and Plan Review Page 6 of 7 Settlement The anticipated total and differential settlements are estimated less than I inch and 1/2 inch over 40 feet of horizontal distance, respectively. Foundation Set Backs Minimum setbacks to all fàundations should comply with the 2010 CBC. Any improvements not conforming to these setbacks may be subject to lateral movements and/or differential settlements: The outside bottom edge of all footings should be set back a minimum of H13 (where H is the slope height) from the face of any descending slope. The setback should be at least 7 feet and need not exceed 40 feet. The bottom of all footings for structures near retaining walls should be deepened so as to extend below a 1:1 projection upward from the bottom inside edge of the wall stem. The bottom of any existing foundations for structures should be deepened so as to extend below a 1:1 projection upward from the bottom of the nearest excavation. Moisture and Vapor Retarding System A moisture and vapor retarding system should be placed below slabs-on-grade where moisture migration through the slab is undesirable. As a minimum, the capillary break and moisture retarder should be in conformance with the 2013 CBC Section 1907.1 or, if adopted by the local agency, the California Green Building Standards Code (CALGreen) Section 4.505 It should be realized that the effectiveness of the vapor retarding membrane can be adversely impacted as the result of construction related punctures (e.g. stake penetrations, tears, punctures from walking on the aggregate layer, etc.). These occurrences should be limited as n'iuth as possible during construction. Thicker membranes are generally more puncture resistant than thinner ones. Products specifically designed for use as moisture/vapor retarders may also be more puncture resistant. It is GeoTeks opinion that a minimum 10 mil thick membrane with joints properly overlapped and sealed should be used. Moisture and vapor retarding systems constructed in compliance with Code minimums provide a certain level of resistance to vapor and moisture transmission through the concrete, but do not eliminate It. The acceptable level of moisture transmission through the slab is to a large extent based on the type of flooring used. Ultimately, the vapor retarding system should be comprised of suitable elements to limit m(gration of water and reduce transmission of water ".Q C COT I IC Chris E Uliback, Mr. William King .Febrry 3.2014 Carlsbad. California Project No.: 3438.SD3 Geotechnical Update and Plan Review Page 7°f 7 vapor through the slab to acceptable levels. The selected elements should have suitable properties (i.e. thickness, composition, strength, and permeance) to achieve the desired performance level. Consideration should be given to consulting with an individual possessing specific expertise in this area for additional evaluation. Pavement Design The plans indicate that pavement widening will be performed on both James Drive and Buena Vista Way. Four (4) inches of asphaltic concrete (AC) on six (6) inches of aggregate base (AB) is shown for both widenings. Per the City of Carlsbad Standards as indicated in Table A Street Design Standards based on the right of way width both streets would be considered to be cut- de-sacs having traffic indices (TI) of 45. However, it is our understanding that the City has indicated both streets are considered as having a TI of S.O. The indicated 4"AC on 67AB is likely more than sufficient for the anticipated R-Value conditions. Assuming an R-Value of 25 with a traffic index of 5.0 a section of 4"AC on 4"AB would be sufficient and meet City minimum standards. The 4"AC on GAB section would accommodate a subgrade condition With and R-Value of 13 or greater. R-Value testing when the subgrade is exposed should be performed to assess the actual condition and final required sections. The opportunity to be of service is greatly appreciated. if you have any questions concerning this report, please do not hesitate to call the undersigned. Respectfully Submitted, EE GeoTek, Inc. ex NO.11142 imothy E. I 2-ft Principal Geologis OF Distribution: I addressee I Mr Robert 0. Sukup via Emil C EOTEK REdEIVED, MAR 2 12013 I CITY OF CARLSBAD • PLANNING DIVISION I I UPDATE GEOTECHNICAL EVALUATION I. FOR PROPOSED PARCEL SUBDIVISION' I BUENA VISTA DRIVE AND JAMES DRIVE s CARLSBAD, I PREPARED FOR I WALTERS LAND SURVEYING 606 CASSIDY STREET, SUITE B OCEANSIDE, CALIFoRNIA 92054 PREPARED BY GEOTEK, INc. 1384 POINSETTIA AVENUE VISTA, CALIFORNIA 92081 PROJECT No.: 2643SD3 NOVEMBER 19, 2004 I. Respectfully submitted, GeoTek, Inc. No. £6 2248 * Exp. 10/31/05 ! Jeffrey P. Blake, (,kEG 2248, Exp. 10/31 Project Manager I. t1I No.2541 !xp.Q9/3a1o5 / " * J4,;;; • $ Srnon L Sand, GE 2641, Exp. 9/30/05 Senior Engineer I GeotechniCal 1384 Poinsetta Ave., Suite A / Vista, CA 92081-8505 (760) 599-0509 FAX (760) 59.9-0593 K, INC. Environmental Materials November 19,2004 Project No.: 2643SD3 Walters Land Surveying 606 Cassidy Street, Suite B Oceanside, California 92054 Attention: Mr. John Walters Subject: Update Geotechnical Evaluation Proposed Parcel Subdivision Buena Vista Drive and James Drive Carlsbad, California I. As requested and authorized, GeoTek, Inc. (GeoTek) is pleased to provide herewith an updated geotechnical report for the parcel located northwest of the intersection of Buena Vista Drive and James Drive, in the City of Carlsbad, California. This report presents the results of our investigation, discussion of our findings, and provides geotechnical recommendations for foundation design and construction. In our opinion, the proposed development of the site appears feasible from a geotechnical viewpoint provided that the recommendations included herein are incorporated into the design and construction phases of the project. Our previous reports regarding the same subject may be considered superseded and are no longer referenced or considered to be required for review. The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to call our office. (4) Addressee G:'.Projec'Projec,s 2000 to 29991Projecrs 2600 to 2649043 Wafters Land SurveyslUpdte'Geovp:.doc ARIZONA CALIFORNIA IDAHO NEVADA WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 Proposed Parcel Subdivision PaEe i TABLE OF CONTENTS 1. INTENT ....................... . ......................... - ...... . .............................1 2. PURPOSE AND SCOPE OF SERVICES .... .. .................... .... ...... ... . ...... .. ................. .. ...... .. ...... .. ......... .. ..... •1 3. SITE DESCRIPTION AND PROPOSED DEVELOPMENT......................................................................... 2 I 3.1 SITE DESRJPTION...................................................................................................................................2 3.2 PROPOSED DEVELOPMENT.............................................................................................................................2 FIELD EXPLORATION AND LABORATORY TESTING ........................................................... 2 I 4.1 FIELD EXPLORATION ......................................................................................................................................2 4.2 LABORATORY TESTING...................................................................................................................................3 GEOLOGIC AND SOILS CONDITIONS........................................................................................................ 3 1 5.1 GENERAL .......................................................................................................................................................3 1 5.1.1 Slopewash............................................................................................................................................3 5.1.2 Terrace Deposits ................................................................................................................................. 3 I 5.2 SL'RFACE AND GROUND WATER ........................................................................ .. .......................................... 3 5.3 FAULTING AND SEISMICITY...........................................................................................................................4 5.4 OTHER SEISMIC HAZARDS...................... ........................................................................................................4 6. CONCLUSIONS AND RECOMMENDATIONS ............................................ , ........ 6 6.1 EARTHWORK CONSIDERATIONS ............ . ........................................................................................................ 6 - 6.1.1 General Grading Guidelinei ................................................................................................................ 6 6.2 lie DESIGN RECOMMENDATIONS ........................................................................................................................7 6.2.1 Foundation Design Criteria.. .............................................................................................................. 7 6.2.2 Foundation Set Backs..........................................................................................................................8 6.2.3 Slab-On-Grade .................................................................................................................................... 9 CONCRETE CONSTRUCTION...........................................................................................................................9 I 6.3 6.3.1 General ............................................................. ...................................................................................9 6.3.2 Cement Type ........................................................................................................................................ 6.3.3 Concrete Flatwork .............................................................................................................................. 9 I 6.3.4 Concrete Cracking.............................................................................................................................. 6.4 RETAINING WALL DESIGN AND CONSTRUCTION ...... . .................................................................................... 10 6.4.1 General Design Criteria....................................................................................................................10 6.3 POST CONSTRUCTION CONSIDERATION'S ........................................................................................ 11 I 6.5.1 Landscape Maintenance and Planting ............................................................................................... 11 6.5.2 Drainage...........................................................................................................................................12 6.6 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS...................................................................................12 1 7. LIMITATIONS ......................... .. ...... 13 S. SELECTED REFERENCES ..............................14 ENCLOSURES Figure I - Site Location Map Figure 2— Trench Location Plan Anpendix A - Logs of Exploratory Borings ADuendix B - Results of Laboratory Testing WALTERS LAND SURVEYING Project No.: 264303 Update Geotechnical Evaluation November 19, 2004 Pronosed Parcel Subdivision Pate I 1• I 1. INTENT It is the intent of this report to aid in the design and construction of the proposed I development. Implementation of the advice presented in Section 6 of this report is intended to reduce risk associated with construction projects. The professional opinions and I geotechnical advice contained in this report are not intended to imply total performance of the project or guarantee that unusual or variable conditions will not be discovered during or after construction. I The scope of our evaluation is limited to the area explored that is shown on the Boring I Location Plan (Figure 2). This evaluation does not and should in no way be construed to encompass any areas beyond the specific area of the proposed construction as indicated to us by the client. Further, no evaluation of any existing site improvements is included. The scope I is based. on our understanding of the project and the client's needs, and geotechnical engineering standards normally used: on- similar projects in this region. I 2. PURPOSE AND SCOPE OF SERVICES The purpose of this study was to provide a geot&ththcal evaluation based on current site i conditions and an updated site plan. Our previous report dated August 2, 2004 regarding the I same parcel should be considered superseded and no longer required for review with the governing authorities on this project. Our evaluation for this site consisted of the following: Research and review of available published data regarding geologic and soil conditions at the site. > Site exploration consisting of the excavation, logging, and sampling of 4 exploratory borings. > Review and evaluation of site seismicity, and > Compilation of this report, which presents our findings, conclusions, and recommendations for site development. K WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 I Proposed Parcel Subdivision Pace 2 1 3. SITE DESCRIPTION AND PROPOSED DEVELOPMENT 3.1 SITE DESCRIPTION The subject site is located to the northwest of the intersection of Buena Vista Drive and James Drive, in the City of Carlsbad, San Diego County, California. An existing single- family residence currently occupies the western portion of the site. This evaluation is specific to the eastern portion of the site planned for the development. The project area is mostly vacant land that measures approximately one acre. Access to the site is readily available off of Buena Vista Drive. The site topography gently slopes to the east. Site vegetation is relatively sparse with a few large trees. 3.2 PROPOSED DEVELOPMENT... It is our understanding that the site is proposed for three new single-family residences as part of a four parcel developments. Grading plans provided by Walters Land Surveying (Figure 2), untitled and undated were provided for this update report. Cuts and fills depths of up to 12 feet will be required to achieve finish grades. Cut and fill slopes up to 15 feet in height are planned. It is assumed that the proposed residences will be one or two-story wooden frame structures with conventional slab on grade type foundations. 4. FIELD EXPLORATION AND LABORATORY TESTING 4.1 FIELD EXPLORATION The field exploration was conducted on July 16, 2004. The four exploratory borings were excavated with a limited access drill rig to a maximum depth of 11.5 feet and terminated primarily due to encountering dense formational materials. A geologist from our firm logged the excavations and collected representative soil samples for further laboratory testing. The logs of the exploratory borings are included in Appendix A. The locations of the exploratory borings are shown on Figure 2. WALTERS LAND SURVEYING Project No.: 264303 Update Geotechnical Evaluation November 19,20M I Proposed Parcel Subdivision Page 3 1 4.2 LABORATORY TESTING I Laboratory testing was performed on selected- disturbed and relatively undisturbed samples I collected during our field investigation. The purpose of the laboratory testing was to confirm: the field classification of the soil materials encountered and to evaluate their physical I properties for use in the engineering design and analysis. The results of the laboratory-testing program along with a brief description and relevant information regarding testing procedures are included in Appendix B. 5. GEOLOGIC AND SOILS CONDITIONS P 5.1 GENERAL I A brief description of the earth materials encountered is presented in the following sections of this report. A more detailed description of these materials is provided on the exploratory borings included in Appendix A. 5.1.1 Slopewash JThe slopewash layer constitutes up to 2 feet of the surficial materials. The slopewash is described as brown silty sand. Based on our experience and testing on similar soils, these i materials posses a very low expansion potential (EX-21) in accordance with Table 184-B of I the 2001 California Building Code (CBC). 5.1.2 Terrace Deposits The Pleistocene aged Terrace Deposits underlie the surficial materials at this site. These sedimentary materials were encountered to the maximum depths explored of 11.5 feet below existing grade and consisted primarily of reddish-brown silty sand. Based on our experience and laboratory testing, these materials posses a very low expansion potential (EI<2 1). 5.2 SURFACE AND GROUND WATER No surface water or ponding was observed at the time of the field investigation. Overall site drainage is generally to the east. All site drainage should be reviewed and designed by the project civil engineer. - 'Jk WALTERS LAND SURVEYING Project No.: 264303 Update Geotechnical Evaluation November 19, 2004 Proyosed Parcel Subdivision Pane 4 Groundwater was not encountered in our exploratory excavation. No natural groundwater condition is known to be present which would impact site development. However, groundwater or localized seepage can occur due to variations in rainfall, irrigation practices, and other factors not evident at the time of this investigation. 5.3 FAULTING AND SEISMICITY The site is in a seismically active region. No active or potentially active fault is known to exist at this site nor is it situated within an Aiquist-Priolo Earthquake Fault Zone (Special Studies Zone). The .Newport-Inglewood (offshore) Fault is the nearest known active fault located approximately 5.6 miles west of the site. The computer program EQFAULT, version 3.00 (Blake 1989, updated 2000) was used to determine the distance to known faults and estimate peak ground accelerations. The Newport-Inglewood (offshore) Fault is considered to represent the highest risk to generate ground shaking. A maximum seismic event of magnitude 6.9 is postulated based on a deterministic analysis. The estimated peak site acceleration is 0.42g. Seismically resistant structural design in accordance with local building ordinances should be followed during the design of all structures. Building Codes have been developed to minimize structural damage. However, some level of damage as the result of ground shaking generated by nearby earthquakes is considered likely in this general area. For the purpose of seismic design a Type B seismic source at a distance of 9.0 km from the site may be used. Shown in Table 5.3.1 below are seismic design factors in keeping with the criteria presented in the 2001 California Building Code (CBC), Division IV & V, Chapter 16. TABLE 5.3.1 - SEISMIC DESIGN PARAMETERS Soil Profile I Seismic Parameters Type C. C1, N. N1, Source Type Source Table 16J 16Q 16R 16S 16T J_16U Value Sc 0.40 0.56 1.0 1.1 B 5.4 OTHER SEISMIC HAZARDS The liquefaction potential on the site is considered to be very low due to the dense nature of the subsurface soils and lack of a shallow groundwater. I 1• I I I. 1 I WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 Proupsed Parcel Subdivision Pa!e 5 The potential for secondary seismic hazards such as seiche and tsunami are considered to be negligible due site elevation and distance from an open body of water. Evidence of ancient landslides or slope instabilities at this site was not observed during our investigation. Accordingly, the potential for landslides is considered low. 4 4 WALTERS LAND SURVEYING Project No.: 2643S1)3 Update Geotechnical Evaluation November 19, 2004 pposed Parcel Subdivision Page 6 6. CONCLUSIONS AND RECOMrvIENDATIONS The proposed development of the site appears feasible from a geotechnical viewpoint I provided that the following recommendations are incorporated into the design and construction phases of development. 6.1 EARTHWORK CONSIDERATIONS 6.1.1 General Grading Guidelines 6.1.1.1 Grading and earthwork should be performed in accordance with the local grading ordinances, applicable provisions of the 2001 California Building Code (CBC), and our recommendations preseiited herein. 6.1.1.2 Prior to site grading, a preconstruction conference should be held at the site to discuss earthwork considerations and compliance with the recommendations presented herein. At a minimum, the owner, grading contractor, civil engineer and geotechnical engineer should be in attendance. 6.1.1.3 The grading contractor should take all precautions deemed necessary during site grading to maintain adequate safety measures and working conditions. All applicable safety requirements of CAL-OSHA should be met during construction. 6.1.1.4 Site preparation should start with the removal of deleterious materials and vetation and disposed properly off site. 6.1.1.5 Temporary excavations within the onsite formational materials should be stable at 1H:IV inclinations for short durations during construction, and where cuts do not exceed 10 feet in height. 6.1.1.6 The top 2 to 3 feet of alluvial materials are relatively dry and potentially compressible, thus they should be removed and recompacted beneath all settlement- sensitive structures. Depending on actual field conditions encountered during grading, locally deeper areas of removal may be necessary. The lateral extent of removal beyond the outside edge of all settlement-sensitive structures/foundations should be equivalent to that vertically removed. Similarly, all compacted fill should extend laterally from the outside edge of foundations to a distance equal to the depth of filling. WAVERS LAND SURVEYiNG Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 I Pronosed Parcel Subdivision Page 7 6.1.1.7 Excavations in the on site materials within the depth explored of 11.5 feet should be generally accomplished with heavy-duty earthmoving or excavating equipment. 6.1.1.8 The on-site materials are considered suitable for reuse as compacted fill provided they are free from vegetation, roots, and cobbles and boulders greater than 6 inches in diameter. The earthwork contractor should ensure that all proposed excavated materials to be used for backlilling at this project are approved by the soils engineer. 6.1.1.9 Any undercut areas should be brought to final grade elevations with fill compacted in layers no thicker than 8 inches compacted to at least 90 percent of maximum dry density at near optimum moisture content, as determined in accordance with ASTM Test Method D1557-00. Prior to receiving fill, the bottom of excavation should be scarified to a depth of 6 inches; moisture conditioned, and recompacted to at least 90 percent of maximum dry density. 6.1.1.10 Where fill is being placed on slopes steeper than 5:1, the fill should be property benched into the existing slopes and a sufficient size keyway shall be constructed in accordance with the recommendations of the soils engineer. 6.1.1.11 Proposed cut and fill slopes on the site are designed to a maximum height of approximately 15 feet. Based on 2:1 gradients or flatter, these slopes should exhibit a minimum factor of safety of 1.5:1 for an overall gross stability. All cut slopes or backcut excavations should be geologically mapped during grading to check for the presence of potentially adverse geologic conditions. 6.2 DESIGN RECOiBNDATIONS 6.2.1 Foundation Design Criteria Foundation design criteria for conventional slab-on-grade system in conformance with the 2001 CBC are presented in Table 6.3.1, below'. These are typical design criteria and are not intended to supersede the design by the structural engineer. The majority of the onsite materials are classified as very low expansion soils. Laboratory testing of soils near finish grade should be performed at the completion of site grading to verify the actual conditions. We anticipate that the compacted fill soils will typically possess very low (0<EI<2 1) and Plastic Index (P1) of less than 15. Thus, we recommend that drawings be prepared for the soil conditions presented in the Table 6.3 ).1 below. Actual as graded conditions will determine the applicable foundation design criteria. I I I I I. WALTERS LAND SURVEYING Project No.: 2643 SD3 Update Geotechnical Evaluation November 19, 2004 Pr000sed Parcel Subdivision Pare 8 TABLE 6.3.1 - MINIMUM DESIGN CRITERIA - E.L<20 DESIGN PARAMETER 15 Foundation Depth or Perimeter Beam depth One Story— 12 (inches below lowest adjacent grade) Two story —18 Foundation Width (Inches) One Story— 12 Two story —15 Maximum Beam Spacing (feet) NA IC (Cantilevered length as soil function) NA Minimum Slab Thickness (inches) 4 Presaturation of subgrade soil (% of OptiniumlDepth in inches) Subgrade to be well wetted before pouring concrete An allowable bearing capacity of 2500 pounds per square foot (psf), including both dead and Eve loads, may be used if footings -ar6 designed in accordance with the above criteria. The r allowable bearing value may be increased by one-third when considering short-term live I loads (e.g. seismic and wind loads). - The passive earth pressure may be computed as an equivalent fluid having a density of 150 - psf per foot of depth, to a maximum earth pressure of 2000 psf. A coefficient of friction between soil and concrete of 0.30 may be used with dead load forces. When combining - passive pressure and frictional resistance, the passive pressure component should be reduced - by one-third. 6.2.2 Foundation Set Backs Where applicable, the following foundation setbacks should apply to all foundations. Any improvements not conforming to these setbacks may be subject to lateral movements and/or differential settlements: - 6.2.2.1 The outside bottom edge of all footings should be set back a minimum of 113 (where H is the slope height) from the face of any descending slope. The setback should be at least 7 feet and need not exceed 20 feet. 6.2.2.2 The bottom of all footings for structures near retaining walls should be deepened so as to extend below a 1:1 projection upward from the bottom inside edge of the wall stem. I*K I WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 J Proposed Parcel Subdivision Page 9 1 6.2.2.3 The bottom of any existing foundations for structures should be deepened so as to extend below a 1:1 projection upward from the bottom of the nearest excavation. 1 6.2.3 Slab-On-Grade Where applicable, concrete slabs should be a minimum of 4 inches thick and reinforced with I No. 3 steel bars placed at 24 inches on center, both ways. The slab reinforcement should be positioned at mid-height within the concrete slab. Control joints should be provided to help I minimize random cracking. Where moisture condensation is undesirable, all slabs should be I underlain with a minimum 10 mil polyvinyl chloride membrane, sandwiched between two Layers of clean sand, S.E. 30 or greater, each being at least two inches thick. Care should be [ taken to adequately seal all seams and not puncture or tear the membrane. The sand should be proof rolled. 6.3 CONCRETE CONSTRUCTION 1 6.3.1 General - -. Concrete construction should follow the CBC and ACI guidelines regarding design, mix [S placement and curing of the concrete. If desired, we could provide quality control testing of the concrete during construction. L 6.3.2 Cement Type Laboratory testing indicates that the sulfate content of the soil tested is less than 0.105/0, 1 which is considered to be negligible in accordance with Table 19-A-4 of the CBC. Cement Type II or equivalent may be used. 6.3.3 Concrete Flatwork Exterior concrete flatwork (patios, walkways, driveways, etc.) is often some of the most visible aspects of site development. They are typically given the least level of quality control, being considered "non-structural" components. Cracking of these features is fairly common due to various factors. While cracking is not usually detrimental, it is unsightly. We suggest that the same standards of care be applied to these features as to the structure itself. 6.3.4 Concrete Cracking Concrete cracks should be expected. These cracks can vary from sizes that are essentially unnoticed to more than 1/8 inch in widtlI Most cracks in concrete while unsightly do not significantly impact long-term performance. While it is possible to take measures (proper concrete mix, placement, curing, control joints, etc.) to reduce the extent and size of cracks I . WALTERS LAND SURVEYJNC Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 I Proposed Parcel Subdivision PaQe 10 I that occur, some cracking will occur despite the best efforts to minimize it. Concrete: undergoes chemical processes that are dependent on a wide range of variables, which are I difficult, at best, to control. Concrete, while seemingly a stable material, also is subject to internal expansion and contraction due to external changes over time. One of the simplest means to control cracking is to provide weakened joints for cracking to occur along. These do not prevent cracks from developing; they simply provide a relief point for the stresses that develop. These joints are widely accepted means to control cracks but are not always effective. Control joints are more effective the more closely spaced. We would suggest that control joints be placed in two directions spaced the numeric equivalent of two times thickness of the slab in inches changed to feet (e.g. a 4 inch slab would have control joints at 8 feet centers). As a practical matter, this is not always possible nor is it a widely applied standard. 6.4 RETAINING WALL DESIGN AND CONSTRUCTION 6.4.1 General Design Criteria Recommendations below may be applied to typical. masonry or concrete vertical retaining walls to a maximum height of 10 feet. Additional review and recommendations should be requested for higher walls. - - 6.4.1.1 Recommendations were developed assuming that wall backfill placed within a 1 to 1 projection behind any wall is comprised of onsite soils with a very low expansion potential. The backfill materials should be placed in lifts no greater than 8-inches in thickness and compacted at 90% relative compaction at optimum moisture content or higher. Backfill soil should be properly drained to prevent buildup of hydrostatic pressures. 6.4.1.2 Retaining walls embedded a minimum of 18 inches into compacted fill or formational materials should be designed using a net allowable bearing capacity of 2,500 psf. An increase of one-third may be applied when considering short-term live loads (e.g. seismic and wind loads). 6.4.1.3 The passive earth pressure may be computed as an equivalent fluid having a density of 250 psf per foot of depth, to a maximum earth pressure of 3,000 psf. A coefficient of friction between soil and concrete of 0.40 may be used with dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. OM WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnial Evaluation November 19, 2004 I Proposed Parcel Subdivision Page II 1 6.4.1.3 The passive earth pressure may be computed as an equivalent fluid having a density of 250 psf per foot of depth, to a maximum earth pressure of 3,000 psf. A coefficient I . of friction between soil and concrete of 0.40 may be used with dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 6.4.1.4 An equivalent fluid pressure approach may be used to compute the horizontal active pressure against the wall. The appropriate fluid unit weights are given in Table 6.5.1 below for specific slope gradients of retained materials. TABLE 6.5.1 - ACTIVE EARTH PRESSURES Surface Slope of Retained Materials H:V) Equivalent Fluid Pressure (PF) Level 33 2:1 - .. 45 I The above equivalent fluid weights do not include other superimposed loading conditions such as expansive soil, vehicular traffic, structures, seismic conditions or adverse geologic conditions. 6.5 POST CONSTRUCTION CONSIDERATIONS 6.5.1 Landscape Maintenance and Planting - Water has been shown to weaken the inherent; strength of soil, and slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Controlling surface drainage and runoff, and maintaining a suitable vegetation cover can minimi7e erosion. Plants selected for landscaping should be lightweight, deep-rooted types that require little water and are capable of surviving the prevailing climate. Over watering should be avoided. The soils should be maintained in a solid to semi-solid state as defined by the materials Atterberg Limits. Care should be taken when adding soil amendments to avoid excessive watering. Leaching as a method of soil preparation prior to planting is not recommended. An abatement program to control ground-burrowing rodents should be implemented and maintained. This is critical as burrowing rodents can decreased the long-term performance of slopes. WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechniçal Evaluation - November 19, 2004 Proposed Parcel Subdivision Pane 12 S I It is common for planting to be placed adjacent to structures in planter or lawn areas. This I will result in the introduction of water into the ground adjacent to the foundation. This type of landscaping should be avoided. If used, then extreme care should be exercised with regard to the irrigation and drainage in these areas. Waterproofing of the foundation and/or I subdrains may be warranted and advisable. We could discuss these issues, if desired, when plans are made available. 6.5.2 Drainage The need to maintain proper surface drainage and subsurface systems cannot be overly I emphasized. Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from I foundations and not allowed to pond or seep into the ground. Pad drainage should be directed toward approved area(s). Positive drainage should not be blocked by other improvements. Even apparently minor changes or modifications can cause problems.' 6.6 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS I We recommend that site grading, specifications, and foundation plans be reviewed by this office prior to construction to check for conformance with the recommendations of this I report. We also recommend that GeoTek representatives be present during site grading and foundation construction to check for proper implementation of the geotechnical recommendations. These representatives should perform at least the following duties: Observe site clearing and grubbing operations for proper removal of all unsuitable materials. Observe bottom of removals prior to fill placement. Evaluate the suitability of on-site and import materials for fill placement, and collect soil samples for laboratory testing where necessary. Observe the fill for uniformity during placement including utility trenches. Also, test the fill for field density and relative compaction. Observe and probe foundation materials to confirm suitability of bearing materials and proper footing dimensions. If requested, GeoTek will provide a construction observation and compaction report to comply with the requirements of the governmental agencies having jurisdiction over the I WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19, 2004 1 Proposed Parcel Subdivision Pa2e 13 I project. We recommend that these agencies be notified prior to commencement of construction so that necessary grading permits can be obtained. I 7. LIMITATIONS I The materials observed on the project site appear to be representative of the area however, I soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during site construction. Site conditions may vary due to seasonal changes or other factors. GeoTek, Inc. assumes no responsibility or liability for work, testing I or recommendations performed or provided by others. I Since our recommendations are based the site conditions observed and encountered, and laboratory testing, our conclusion and recommendations are professional opinions that are limited to the extent of the available data. Observations during construction are important to I allow for any change in recommendations found to be warranted. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or I * implied. Standards of practice are subject to change with time. 1. I cITT. T o I WALTERS LAND SURVEYING Project No.: 2643SD3 Update Geotechnical Evaluation November 19,2004 Proi,osed Parcel Subdivision Page 14 I. 8. SELECTED REFERENCES 1. ASTM, 200, "Soil and Rock: American Society for Testing and Materials," vol. 4.08 for I ASTM test methods D-420 to D-4914, 153 standards, 1,026 pages; and vol. 4.09 for ASTM test method D-4943 to highest number. 1 2. Blake, T., 1989, "EQFAULT, version 3.00, updated 2000", a Computer Program for DetenninisticEstimation of Maximum Earthquake Event and Peak Ground Acceleration. I 3. California Code of Regulations, Title 24, 1998 "California Building Code," 3 volumes. California Division of Mines and Geology (CDMG), 1997, "Guidelines for Evaluating I and Mitigating Seismic Hazards in California," Special Publication 117. California Division of Mines and Geology (CDMG), 1998, Maps of Known Active Fault I Near-Source Zones in California and Adjacent Portions of 'Nevada: International Conference of Building Officials: - I 6. California Division of Mines and Geology (CDMG), 1996, Geologic Maps of the Northwestern Part of San Diego County, California, Plate 1-Oceanside, San Luis Rey, and San Marcos 7.5 Quadrangles, Plate 2-Encinitas and Rancho Santa Fe 7.5 I Quadrangles - 7. GeoTek, Inc., In-house proprietary information. I 8. Seed, H.B., and Tokirnatsu, K, Harder, L.F., and Chung, R.M., 1985, "Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations," Journal of the Geotechnical I Engineering Division, American Society of Civil Engineers, vol. 111, no. GT12, pp.1425- 1445. I 9. Youd, T. Leslie and Idriss, Izzrnat M., 1997, Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, National Center for Earthquake Engineering Research, Technical Report NCEER-97-0022. I 1 I I I I I APPENDIX A LOGS OF EXPLORATORY BORLNGS I I I I Proposed Parcel Subdivision F Carlsbad, California i Project No.: 2643SD3 WALTERS LAND SURVEYING APPENDIX A Update Geotechnical Evaluation November 19, 2004 Proposed Parcel Subdivision Pate A-i S A - FIELD TESTING AND SAMPLING PROCEDURES The Standard Penetration Test (SPT) - The SPT is performed in accordance with ASTM Test Method D 1586-99. The SPT sampler is typically driven into the ground 12 or 18 inches with a 140-pound hammer free falling from a height of 30 inches. Blow counts are recorded for every 6 inches of penetration as indicated on the log of boring. The split-barrel sampler has an external diameter of 2 inches and an unlined internal diameter of 1-318 inches. The samples of earth materials collected in the sampler are typically classified in the field, bagged, sealed and transported to the laboratory for further testing. The Modified Split-Barrel Sampler (Ring) The Ring sampler is driven into the ground in accordance with ASTM Test Method D 3550-84. The sampler, with an external diameter of 3.0 inches, is lined with 1-inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sampler is typically driven into the ground 12 or 18 inches with a 140-pound hammer free falling from a height of 30 inches. Blow counts are recorded for every 6 inches of penetration as indicated on the log of boring. The samples are removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing. Large Bulk Samples Bulk samples are normally bags of representative earth materials over 20 pounds in weight collected from the field by means of hand digging or exploratory cuttings. Small Bulk Samples Plastic bags samples are normally airtight and contain less than 5 pounds in weight of representative earth materials collected from the field by means of hand digging or exploratory cuttings. These samples are primarily used for determining natural moisture content and classification indices. B - BORING LOG LEGEND The following abbreviations and symbols often appear in the classification and description of soil and rock on the logs of borings: SOILS USCS Unified Soil Classification System f-c Fine to coarse f-rn Fine to medium GEOLOGIC B Attitudes Bedding: strike/dip J: Attitudes Joint: strike/dip C: Contact line Dashed line denotes approximate USCS material change Solid Line denotes approximate unit / formational change Thick solid line denotes approximate end of boring (Additional denotations and symbols are provided on the logs of borings) E0 Geolek, Inc. LOG OF EXPLORATORY BORING CLIENT: Walters Land Sisveys PROJECT NAME: Buena VlstalJames Drive PROJECT NO.: 2643S03 LOCATION: See Site Plan DRILLER: SouthCoast Otfihing DRILL METHOD:r scud stem Anger HAMMER: 140 lb WI 30 drop LOGGED BY: TCS OPERATOR: Roger RIG TYPE: LImited Accesaw,ca5read DATE: 71160 L. SAMPLES a - - Laboratory Testing J . BORING NO.: B-I U, _____________________ VL - o 0 MATERIAL DESCRIPTION AND COMMENTS Slopewash - - SM Brown, dry, loose to medium dense, silty fine SAND; abundant gophe - - holes - Terrace Deposits - - SM Reddish-brown, dry to moist, medium dense, silty f-rn SAND; orange mottling, manganese staining, weakly cemented • 16 22 27 8I.1 6.2 113 SHEAR • 18 27 @ 5.5 feet becomes dense; moist 32 BI-2 8.3 112 10 17 25 31 8I-3 6.2 115 HOLE TERMINATED AT 11.5 FEET - No groundwater observed 15 1 - Hole backfllled with soil cuttings 20 - 25. = = = = Sample tvoe: M .—mg —SPY 23—Small airik Z—LaTge Bulk D —Na Recovery —Water Taste Ml Lab testing' AL = Attc,bcrg Limits El = Expansion Index SA Sieve Analysis RV R-Vatue Test - SR = Sulfate/Resistivity Teal SH Shear Test CO = Consolidation test MD = Maxhnwn Dessity -- GeoTek, Inc. LOG OF EXPLORATORY BORING I CLIENT: Waiteis Land Surveys DRILLER: SoutPtCcastOiffluig LOGGED BY:TCS PROJECT NAME: Bueiw VMWJamesOnve DRILL METHOD: r sdw Stem Auger OPERATOR, Roper PROJECT NO.: 2643503 HAMMER: 140 lb wf 3V drop RIG TYPE:Limited Access wlcathead LOCATION: See Site Pion DATE: ni&o - Laboratory Testing - g BORING NO.: B-2 _spt,cs 1 1 _________________________ H h - U MATERIAL DESCRIPTION AND COMMENTS - _ -B2.1 - Stonewash SM Brown, dry, loose to medium dense, silty fine SAND; abundant gophe 12 holes -r - Terrace Deooslts 50.4 82.2 SM Reddish-brown, dry, very dense. silty fine SAND 2.9 117 @ 3.5 feet• difficult dulling 5. 30 HOLE TERMINATED AT 5.5 FEET - No groundwater observed - Hole backflhled with soil cuttings 10 15 20 25' = = Sample tvce: —Ring I_SPT Z—Small Bulk —4.aige Bulk —No Recovery —Water Table 151 Lab testing- Al. Attezberg Limits El = Expansion Index SA = Steve Analysis RV = R.Value Test • SR = SulfatelReslsllvlly Test 511 = Shear Test CO = Consolidation teal MD = Maximian Density I I I I] GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT; Wallas Land Surveys DRILLER: SauthCoaai Drilling LOGGED BY:TCS PROJECT NAME: Buena Vlsta!James Dnve DRILL METHOD: r Solid Stern Auger OPERATOR:Roger PROJECT NO.: 2643503 HAMMER: 140 lbw!3r drop RIG TYPE:Limited Access wlcathead LOCATION: See Site Plan DATE: iiieiw - SAMPLES Laboratory Testing • I BORING NO.: 8-3 H __________ I .' 13 MATERIAL DESCRIPTION AND COMMENTS - - Slonewash SM Brow, dry, loose to medium dense, silty fine SAND; abundant gophe j 5 holes 8 iT 1 - Terrace Deposits 3..5 114 SM Reddish-brown, dry to moist, dense, silty f-rn SAND; orange mottling. manganese staining, weakly cemented X 83-2 El. Sulfate is j r22 34 833 8.8 117 10- 14 - I 18 - - HOLE TERMINATED AT 11.5 FEET - No groundwater observed Hole backfliled with soil cuttings 15- 20 25 Samole type: .—Ring —SPT 21—Small Bulk -.Large Bulk 0 —No Recovery W, —Water Table 19 Lab testIng' AL = Attefberg Limits El = Expansion Index SA Sieve Asmlysis RV R-Value Teat SR c SufaceiResisliviry Test SH - Shear Test Co - Cansalidabon rest MO - Maximum Density Geolek. Inc. LOG OF EXPLORATORY BORING CLIENT: Wallets Land Surveys DRILLER. SouihCoast Drilling LOGGED BY: TO PROJECT NAME: Buena VtslalJames Dñve DRILL METHOD: 6' Sclld Stern Auger OPERATOR: _Roger PROJECT NO. 2643S03 HAMMER: 140 lb WI 36' drop RIG TYPE: Limited Access wleatltead LOCATION: See Site Plan DATE: 7116104 - SAMPLES - Testing _,noratory Ji f... BORING NO.: B-4 Ta 1 MATERIAL DESCRIPTION AND COMMENTS 1. - - - - Slopewash grown. dry, medium dense, silty fine SAND; abundant gopher holes j• 'F - Terrace Deposits Reddish-brown, dry to moist, medium dense, silty f-rn SAND: orange mottling, manganese staining, weakly cemented 5_7 I 13 14 84-2 SA @ 10 feet. becomes very dense 18 i 26 37 84-3 1 HOLE TERMINATED AT 11.5 FEET - No groundwater observed - Hole bacldilled with soil cuttings 15 20 25: - = = Sample type: —Ring —SPT Z—Smali Bulk —Large Bulk '-No Recovery li,7 —Water Table Lu UI Lab testin . AL Alterterg Undis El Expansion Index SA: Sieve Analysis RV: R.Value Test SR SulfatelResistivityTesl SR: Shear Test CO: Consolidation lest MD: Maximum Density I I I I I I I APPENDIX B I LABORATORY TESTING RESULTS 1 1• I I I i Proposed Parcel Subdivision - Carlsbad, California I Project No.: 2643SD3 I 1 I WALTERS LAND SURVEYJNG APPENDIX B Update Geotechnical Evaluation November 19, 2004 posed Parcel Subdivision Page B-I . I SUMSL4RY OF LABORATORY TESTING I Classification Soils were classified visually according to the Unified Soil Classification System (ASTM Test Method D2487). The soil classifications are shown on the logs of exploratory trenches in I Appendix A. I Grain size distribution (particle size analysis) was performed on a selected sample in accordance with ASTM D422. Results of grain size analysis are shown included herein. I Expansion Index Expansion Index testing was performed on a representative soil sample. Testing was I performed in general accordance with ASTM Test Method D4829. Results are included herein. -. I DirectSkear -. Shear testing was performed in a direct shear machine of the strain-control type in general I accordance with ASTM Test Method D3080. The rate of deformation is approximately 0.03 inches per minute. The samples were sheared under varying confining loads in order to determine the coulomb shear sfrength parameters, angle of internal friction and cohesion. The I tests were performed on ring samples collected during our subsurface exploration. The shear test results are included herein. - Sulfate Content The water-soluble sulfate content is measured in accordance with California Test No. 417. The results indicate a sulfate content less than 0. 1, which is considered negligible as per Table 19-A-4 of the CBC. I In Situ Moisture and Unit Weight The field moisture content was measured in the laboratory on selected samples collected I during the field investigation. The field moisture content is determined as a peráentage of the dry unit weight. Results of these tests are presented on the logs of exploratory borings in Appendix A. The dry density was measured in the laboratory on selected ring samples. The I results are shown on the logs of exploratory borings in Appendix A. I I 1' I I Fl I READINGS______ DATE TIME READING 712212004 8:27 0.161 7/2212004 8:37 0.161 7/22/2004 8:38 0.160 7/22/2004 8:43 0.160 7/2312004 7:24 1 0.158 Initial 10 nun/Dry I min/Wet 5 mm/Wet Random Final FINAL MOISTURE Weight of wet sample & tare 1 Weight of dry sample & tare Tare % Moisture 179.57 166.49 8.14 8.3% r•. EK, INC. EXPANSION INDEX TEST (ASTM 04829) Project Name: Buena Vista Tested/ Checked By: DC Lab No 1354 Project Number: 2643-S03 Date Tested: 7122/2004 Project Location: Sample Source: B3-2 © 2.5 Sample Description: Reddish brown silly medium to fine SAND Ring Id: Ring Dia.": 4' Ring ij Loading weight 5516. grams UtNbI ! T U I CKMINA I IUN A Weight of compacted sample & ring 803.63 B Weight of ring 369.87 C Net weight of sample 433.76 0 Wet Density, lb I 113 (C*0.3016) 130.8 Dry Density. lb I 113 (D/1.F) 120.6 SATURATION DETERMINATION I. Moisture Content, % 8.3 G (E*F) 998.2 H (EI167.232) 0.72 (1.-H) 0.28 J (62.41) 17.3 K (GIJ) L % Saturation 57.7 EXPANSION INDEX = 0 Initial Moisture 1.9% 50% SATURATION) Wet Wgt 25.99_ Dry Wgt 25225 Tare 8.30 Tested DC Reviewed By DC PLATE El -1 Calibration Curve 1... / H / 0.1 mg of SO4. 1.0 0.5 0 -- Callibration I !rest Sample! Plate SL-1 I. I I I I I I I I.. I 1 11 MI MOMMI 1384 Poinsetha Ave., Suite A, Vista, CA 92083 I INC. (760) 599-0509 FAX (760) 599-0593 SOIL SULFATE TEST (California-Test 417) Project Name: Buena Vista Tested/ Checked By: DC Lab No 1354 Project Number: 2643-SD3 Date Tested: 7/2012004 Project Location: Sample Source: 83-2 © 2.5' Sample Description: Reddish brown silty medium to fine SAND Blank Sample Corrected Readina Readlna Turbidity I A B Turbidity of standard equal to 0 mg SO4 0.1 0.15 0.1 NTUs 8.5 NTUs 23.3 NTUs I 56.6 NTUs Turbidity of standard equal to I mg SO4 0.23 8.74 j Turbidity of standard equal to 2 mg SO4 0.22 23.55 ] Turbidity of standard equal to 3 mg SO4 0.36 57 Blank: 1.56 WI Bad 2.34 Actual: 0.78 Samnie cranh Sample size (ml) -before diluting to 100mL & adding regents 20 0 0.781 mg of SO4 present in sample (from calibration curve) 0.09 3 0.781 Water Soluble Sufate = 0.001% I U) 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 S 5.5 6 NORMAL STRESS Ikaf) Shear Strength: 0 = 39.7 ° , C = 1.35 ksf DIRECT SHEAR TEST Project Name: Buena Vista Sample Source: B1-1 @ 5' Project Number: 2643-03 Date Tested: 07123104 Lt reddish brown silty medium Soil Descriplion. to fine SAND I I I. I I. I I 1 5.5 6 5.5 5 4.5 4 3.5 3 2.5 2 1.5 y.= 0.83x + 1.35 a: ------------- Test No. Load (to Water Content (%) Dry Density (pct) 1 1.4 6 107 2 2.8 6 107 3 5.6 1 6 1 107 Notes: I The soil Specimen used in the shear box were ring samples collected during the field investigation. 2-Shear strength calculated at maximum load. 3-The tests were ran at a shear rate of 0.05 inimin. PLATE SH-1 (City o f Carlsbad CERTIFICATION OF SCHOOL FEES PAID B-34 Development 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 Building Permit Plan Check Number Project Address A.P.N Project Applicant (Owner Name) Pacific Legacy Homes CB154525 2791 JAMES DR 156-142-59-00 PACIFIC LEGACY HOMES Project Description: Single Family Building Type Residential Residential: I NEW DWELLING UNIT(S) 2,667 Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: Net Square Feet New Area City Certification of Applicant Information: JcAA'tetAltQ..Y Date 05/03/2016 Carlsbad Unified School District D Vista Unified School District 0 San Marcos Unified School District 6225 El Camino Real 1234 Arcadia Drive 2 5 5 Pico A v e Ste . 1 0 0 Carlsbad CA 92009 (760-331-5000) Vista CA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) 2222 Contact: Nancy Dolce (By Appt. Only) D Encinitas Union School District- D San Dieguito Union High School District-By Appointment Only By appointment only 684 Requeza Dr. 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Encinitas, CA 92024 (760-753-6491 x 5514) (760-944-4300 xl 166) B-34 Page 1 of 2 Rev. 03109 Certification of Applicant/Owners. The person executing this declaration ("Owner) certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by theapplicable 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 2LO4 Lc \i4 \v\eLe4.* CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINC) REAL CARLSBAD, CA 92009 "lLrC "331-ScOO Signature: 1W&L Date: /• B-34 Page 2 of 2 Rev. 03/09 STORM WATER Development Services C I T V 0 F COMPLIANCE Building Division CARLSBAD ASSESSMENT 1635 Faraday Avenue 760-602-2719 B-24 www.carlsbadca.gov I am applying to the City of Carlsbad for the following type(s) of construction permit: U Right-of-Way Permit Electrical Patio/Deck Fire Additional Photo Voltaic Fire Alarm Re-Roofing Fixed Systems Mechanical Sign Spa-Factory Mobile Home Sprinkler Plumbing Water Discharge 12 Building Permit U My project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the following permit types: Project Storm Water Threat Assessment Criteria* No Threat Assessment Criteria U My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the "no threat" assessment criteria on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level. My project does not meet any of the High, Moderate or Low Threat criteria described below. Tier I - Low Threat Assessment Criteria ) My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (See list above) and the project meets one or more of the following criteria: Results in some soil disturbance; and/or Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). Tier 2 - Moderate Threat Assessment Criteria U My project does not meet any of the Significant Threat assessment Criteria described below and meets one or more of the following criteria: Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal code); or, Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or Disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or Disturbed area is located along or within 30 feet of a storm drain inlet an open drainage channel or watercourse, and/or Construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). Tier 3 - Significant Threat Assessment Criteria U My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas: and/or U My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas: or, U My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). I certify to the best of my knowledge that the above checked statements are true and correct I understand and acknowledge that even though this project does not require preparation of a construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards. "The City Engineer may authorize minor variances from the Storm Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher construction SWPPP Tier Level is warranted. Pr*ct Address: Assessor Parcel No. 1c-l42..c1- 00 OwnerlOwner's Authorized Agent Name: Title: PNKC i.&6i¼.y cor/W-A(-6.4fM1 RtpqJt Owner! i's Autho ed Agent Signature: Date: 12. 24 . If City Concurrence: By: Date: Project ID: CiYES ONO I B-24 Page 1 of 1 Rev.03109 CITY OF CARLSWiD CONSTRUCTION THREAT ASSESSMENT WORKSHEET FOR DETERMINATION OF PROJECT'S PERCEIVED THREAT TO STORM WATER QUALITY E-33 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov Construction Perceived SWPPP Tier Construction Threat Assessment Criteria* Threat to I Level Storm Water Quality Tier 3— High Construction Threat Assessment Criteria 3 Project site is 50 acres or more and grading will occur during the rainy season 0 Project site is I acre or more in size and is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA High U Soil at site is moderately to highly erosive (defined as having a predominance of soils with Tier 3 USDA-NRCS Erosion factors kf greater than or equal to 0.4) U Site slope is 5 to I or steeper U Construction is initiated during the rainy season or will extend into the rainy season (Oct I through April 30). U Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3— Medium Construction Threat Assessment Criteria Medium U All projects not meeting Tier 3 High Construction Threat Assessment Cntena Tier 2 High Construction Threat Assessment Criteria U Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA U Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0.4) High U Site slope is 5 to I or steeper Tier 2 U Construction is initiated during the rainy season or will extend into the rainy season (Oct. I through April 30). U Owner/contractor received a Storm Water Notice of Violation within past two years U Site results in one half acre or more of soil disturbance Tier 2— Medium Construction Threat Assessment Criteria Medium U All projects not meeting Tier 2 High Construction Threat Assessment Criteria Tier I - Medium Inspection Threat Assessment Criteria U Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, within or directly adjacent to an environmentally sensitive area (ESA) or discharges directly to an ESA U Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0.4) Medium U Site slope is 5 to I or steeper Tier 1 U Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). U Owner/contractor received a Storm Water Notice of Violation within past two years U Site results in one half acre or more of soil disturbance Tier 1 - Low Inspection Threat Assessment Criteria Low All projects not meeting Tier I Medium Construction Threat Assessment Critena Exempt I - Not Applicable - Exempt *The city engineer may authorize minor variances from the construction threat assessment criteria in special circumstances where it can be shown that a lesser or higher amount of storm water compliance inspection is warranted in the opinion of the city engineer E-33 Page 1 of 1 REV 4130/10 4P* CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov I INSTRUCTIONS: I To address post-development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). To view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2) at www.carlsbadca.Qov/standards. Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject to additional criteria called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the storm water standards applied to a project. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the City. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A separate completed and signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, you must also complete, sign and submit a Project Threat Assessment Form with construction permits for the project Please start by completing Step I and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. STEP I TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a priority development project, please answer the following questions: YES NO Is your project LIMITED TO constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: (1) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-erodible permeable areas; OR (2) designed and constructed to be hydraulically disconnected from paved streets or roads; OR (3) designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? Is your project LIMITED TO retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guidance? If you answered "yes" to one or more of the above questions, then your project is NOT a priority development project and therefore is NOT subject to the storm water criteria required for priority development projects. Go to step 4, mark the last box stating "my project does not meet POP requirements" and complete applicant information. If you answered "no" to both questions, then go to Step 2. E-34 Page 1 of 3 Effective 6/27/13 '(0 CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STEP 2 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a priority development project, please answer the following questions: YES NO Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public X development projects on public or private land. Is your project creating or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, X industrial, public development projects on public or private land. _residential, _mixed-use,_and Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside development project includes development on any natural slope that is twenty-five percent or greater. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot. A parking lot is a land area or facility for the X temporary parking or storage of motor vehicles used personally for business or for commerce. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a street, road, highway freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. Is your project a new or redevelopment project that creates or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingles with flows from adjacent lands).* Is your project a new development that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. Is your project a new development that supports a retail gasoline outlet (RGO)? This category includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of X 100 or more vehicles per day. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? If you answered "yes" to one or more of the above questions, you ARE a priority development project and are therefore subject to implementing structural Best Management Practices (BMP's) in addition to implementing Standard Storm Water Requirements such as source control and low impact development BMP's. A Storm Water Management Plan (SWMP) must be submitted with your application(s) for development. Go to step 3 for redevelopment projects. For new projects, go to step 4 at the end of this questionnaire, check the "my project meets PDP requirements" box and complete applicant information. If you answered "no" to all of the above questions, you ARE NOT a priority development project and are therefore subject to implementing only Standard Storm Water Requirements such as source control and low impact development BMP's required for all development projects. A Storm Water Management Plan (SWMP) is not required with your application(s) for development. Go to step 4 at the end of this questionnaire, check the "my project does not meet PDP requirements" box and complete applicant information. E-34 Page 2 of 3 Effective 6/27113 CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 DeveloDment Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STEP 3 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPEMENT PROJECTS ONLY Complete the questions below regarding your redevelopment project: YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? If you answered "yes," the structural BMP's required for Priority Development Projects apply only to the creation or replacement of impervious surface and not the entire development. Go to step 4, check the "my project meets PDP requirements" box and complete applicant information. If you answered 'no," the structural BMP's required for Priority Development Projects apply to the entire development. Go to step 4, check the "my project meets PDP requirements" box and complete applicant information. THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION 0 My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of application. I understand flow control (hydromodification) requirements may apply to my project Refer to SUSMP for details. Cd My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP. As part of these requirements, I will incorporate low impact development strategies throughout my project. Applicant Information and Signature Box Address: 7J J1V On XI,M14c tv& Applicant Name: 4k.*b'r 6i~kLfIcM Axim- Applicant Signature: UW1 6;9~ Accessor's Parcel Number(s): ice- L41-1561- 00 Applicant Title: Date: 17.-24(ç This Box for City Use Only City Concurrence: I YES NO By: Date: Project ID: * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their quivalent under the Multi Species Conservation Program within the Cities and County of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. E-34 Page 3 of 3 Effective 6/27/13 0~> CITY OF CARLSBAD STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP E-29 DeveloDment Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES STORM WATER COMPUANCE CERTIFICATE I My project is not in a category of permit types exempt from the Construction SWPPP requirements / My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). I My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code) / My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following criteria: located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. pAcc LWtcrf (s(MEL M1*,1 OWNER(S)/OWNER'S A ENT NAME (PRINT) OWNER(S)/C R'S AGENT NAME (SIGNATURE) DATE PROJECT INFORMATION Site Address: Buena Vista WV I James Eli Assessor's Parcel Number: 16 147--!d-00 Project ID: OJb t'3 '4'52. Construction Permit No.: 3 Estimated Construction Start Date Project Duration Months Emergency Contact: Name: Aj,V(J J&1TJtSJ 24 hour Phone: 7C0. 50c, -97s 2. Perceived Threat to Storm Water Quality 0 Medium IZI Low If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only CITY OF CARLSBAD STANDARD TIER 1 SWPPP Approved By: Date: E-29 Page 1 of 3 REV 4/30/10 w0 c 0 P'3 a1 iu li ; CO Sr CD g. CD E 50 - ~ :3 :3C)U) D9i. z.rnCD (0(0 (0:3(00.O. 0(0 og. CD ._1 '4 O W3 046= !.g . -U) (0:3. •U- C) in ca 2 01 .:, 3 _(icp.i r- 3 _.(D CDCDO.0 0) 0) -°•a0) -. cQ_ 0.< 0 C CD23i:3 (03 0a SL:3• CD :3•D) .__ 0.> con 0 ' >. (DC) fi g.:3Ig0 C) to (D0 - Cfl7J .(D ca .CD U 0cog!.o -. 0CDfl - :3 to (0_U) 1 9i.0) 00_C0_< fi. WaFLOWMa ..m ,..CD 0.D CCL :,•CD ia QCDWD) 00. 0 :30.= E0 0 CD 00 C3 'C 0) 3 ID IWA :3=O) 1 _ Cn0. CD a) -. -.0) :3. ID -_=_ U) 0C U) - CD -.0 CD • (00.U)....CD 0. L CD (0< °U)(0 -Un - CD •-' X U). 2_0 5'<W is € :3. 2OCDO)8°w 0) C0 CID CD(D CD &CDO - I (0(J)D 0) :3 0) (D N 0 0' CD - CD 3 W, 0 (000 CD 0. Q) -' -. 0. ID 5C)D3U) :3 0=5 • .g OCDU) U) ; a (03 91 C30 g 5 <:3• a CD 0 :3 0) U) M CD 0 _'-_ C) w - - - .---_ --_ - Oa)DcID)ma)o-U0000Cn-1G - CD C40 n 10> 10 1 q 0 0 -. .-. 0 L c d - - < -. - 0) 0 O O CD > 0 - 0 EC-7 Geotextiles & Mats 1 EC-8 Wood Mulching 1 .. Earth Dikes and Drainage Swales Cl o --_--- __ __ EC-1 I Slope Drains SE-1 Silt Fence SE-3 Sediment Trap SE-4 Check Dam CR a --.--. 3 SE-5 Fiber Rolls SE-6 Gravel Bag Berm SE-7 Street Sweeping and a Vacuuming SE-8 Sandbag Barrier -U SE-110 Storm Drain Inlet Protection TR 1 Stabilized Construction - Ingress/Egress C) - - - — — - - — - - - - - TR-2 Stabilized Construction Roadway " NS-11 Water Conservation Practices NS-3 Paving and Grinding -- - Ocerations 30 _ - NS-7 Potable Water/Irrigation 3 NS-8 Vehicle and Equipment Cleaning WM-I Matenal Delivery and Stnraae WM-2 Matenal Use - o WM-3 Stockpile Management WM-4 Spill Prevention and 03 Cnntml 00 WM-5 Solid Waste 3 0) MananCDment a WM-6 Hazardous Waste Manaapmpnt WM-8 Concrete Waste Mananmnt 21 City of Carlsbad Valuation Worksheet Building Division Permit No: CB 154525 Address Assessor Parcel No. Date By 2791 James 156-142-59-00 12/21/2015 SLE Type of Work Area of Work Multiplier VALUE SFD and Duplexes 2,667 $139.52 $372,099.84 Residential Additions $166.81 $0.00 Remodels / Lofts $45.78 $0.00 Apartments & Multi-family $124.35 $0.00 Garages/Sunrooms/Solariums 531 $36.40 $19,328.40 Patio/Porch 404 $12.13 $4,900.52 Enclosed Patio $19.71 $0.00 Decks/Balconies/Stairs $19.71 $0.00 Retaining Walls, concrete, masonry $24.26 $0.00 Pools/Spas-Gunite $51.56 $0.00 TI/Stores, Offices $45.78 $0.00 TI/Medical, restaurant, H occupancies $63.70 $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 3,198 $3.94 $12,600.12 Air Conditioning - commercial $6.37 $0.00 Air Conditioning - residential $5.31 $0.00 Fireplace/ concrete, masonry $4,883.11 $0.00 Fireplace/ prefabricated Metal 2 $3,319.61 $6,639.22 $0.00 $0.00 TOTAL 5415,5158.11JI Valuation: Comm/Res (CIR): 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 $415,568 C $1,747.86 $1,223.50 $87.00 $16.00 $150.00 $14,544.88 $7,563.34 TBD TBD TBD CFD Yes (PFF=1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/or CFD Explanation: I,. (CIty of Carlsbad Print Date: 10/31/2019 Permit No: PREV2017-0029 2791 James Dr BLDG-Permit Revision 1561425900 $ 0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Description: Work Class: Residential Permit Revisi Status: Closed - Finaled Lot #: Applied: 02/16/2017 Reference #: DEV13013 Issued: 03/24/2017 Construction Type Permit 10/31/2019 Finaled: Bathrooms: Inspector: MColI Orig. Plan Check #: CB154525 Final Plan Check #: Inspection: KING PROPERTY PACIFIC LEGACY: SFD STRUCTURAL FRAMING CHANGES Applicant: Owner: ALVIN WASHINGTON PACIFIC LEGACY HOMES-INACTIVE P.O. Box 1212 CARLSBAD, CA 92018 16870 W Bernardo Dr 760-809-8732 SAN DIEGO, CA 92127-1678 FEE AMOUNT MANUAL BUILDING PERMIT FEE $125.00 Total Fees: $ 125.00 Total Payments To Date: $ 125.00 Balance Due: $0.00 11 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov ('City of PLAN CHECK REVISION Development Services 1635 Faraday Avenue Carlsbad Building APPLICATION Division B-I 5 760-602-2719 www.carlsbadca.gov Plan Check Revision No. PREv2017 Qoriginai Plan Check No. C..ô I 5'I S 5 Project Address 2-7q i P4 Vk Date 2- (C. 17 Contact JUUO J17 Ph 6 (?. ,'to. 6W. Fax Email ryi k0&.coi^ Contact Address Iio AJ,1Ø.qcY rL, qg 40c, City )'Qo Zip 9242.-7 General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans Calculations J Soils Energy E Other 2. Describe revisions in detail 3. List page(s) where each revision is, shown 4. List revised sheets that replace existing sheets F4c'J FZJ*J p&V. M#)6&f Ct,ovp 52.0 S2. 0 Does this revision, in any way, alter the exterior of the project? Does this revision add ANY new floor area(s)? LJ Yes Does this revision affect any fire related issues? fl Yes Is this a complete sit?,, Ell Yes MX No €S'Signature El Yes [i No No No 1635 Faraday Avenue, Carlsbad, CA 92008 Eh. 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov wwwcarlsbadcagov EsGil Corporation - In cPartnersliip with government for Buitiing Safety DATE: 3/20/17 U APPLICANT -aJURiS. JURlSDICTION:Ca*1Sbad U PLAN REVIEWER U FILE PLAN CHECK NO.: PREV2017-0029 (Revision to 15-4525) SET: II ) PROJECT ADDRESS: 2791 James Dr. PROJECT NAME: Revisions to New SFD with Attached Garage and Covered Porches for Pacific Legacy Homes, Inc. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. E The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted------ Telephone #: Date contacted: Email REMARKS: Sheets.SI and.S2 arethe revised sheets. I have only one copy of sheet Si which was submitted aSét] ofthe.rsi&'._Applicant.submitted only_reviseff2iheets for SetlI. - —Copies .--- - . ). - -- . - -.____ ,,- . ---. -. City-held copiespf revised sheet Si (along enclosed.copyoLS) frornrevisiornSel '-andthe:enclosedsheetsS2 .ftomRevision set.lLwill.neeLtpbippdjntothe.originall9 LI approved plans (all sets)..Thanlöu! By: Tamara Fischer Enclosures: EsGil Corporation 0 GA D.EJ 0 MB 0 Pc 3/13/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partners/lip wit/i government for (B ui WI ng Safety DATE: 2128/17 JURISDICTION: Carlsbad PLAN CHECK NO.: PREV2017-0029 (Revision to 15-4525) PROJECT ADDRESS: 2791 James Dr. UPPLICANT ...- JURIS. U PLAN REVIEWER U FILE SET:I PROJECT NAME: Revisions to New SFD with Attached Garage and Covered Porches for Pacific Legacy Homes, Inc. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. E 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. E 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. E The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Julio Hernandez E EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Julio Hernandez Telephone #: 619 540-6844 Date contacted Email:..tnandez©pacificlegacyhomes.com jlj REMARKS: By: Tamara Fischer Enclosures: EsGil Corporation DGA DEJOMB DPC 2/21/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 rlsbad PREV2017-0029 (Revision to 15-4525) 2/28/17 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: PREV2017-0029 (Revision to 15-4525) JURISDICTION: Carlsbad PROJECT ADDRESS: 2791 James Dr. Revisions REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 2/21/17 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Tamara Fischer COMPLETED: 2/28/17 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2013 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, 2012 UPC, 2012 UMC and 2011 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. f Carlsbad PREV2017-0029 (Revision to 15-4525) 2/28/17 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one Of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Please provide a sealed and signed, revised sheet S1.0 to match the revisions on sheet S2.0. 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 U No U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Tamara Fischer at EsGil Corporation. Thank you. Carlsbad PREV2017-0029 (Revision to 15-4525) .2/28/17 (DO NOTPA Y- TN/S IS NO TAN/NVO/CEJ VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PREV2017-0029 (Revision to 15-4525) PREPAREDBY: Tamara Fischer DATE: 2/28/17 BUILDING ADDRESS: 2791 James Dr. BUILDING OCCUPANCY: R3 / U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Revisions TOTAL VALUE Jurisdiction Code 1cb I By Ordinance Bldg.. Permit Feeby, Ordirianèe PlanCheck FéebjOrdinane Fl Type of Review: 0. Complete Review 0 Structural Only fl Repetitive Fee 1;11 Repeats * Based on hourly rate o Other Hourly EsGil F.. I Hr. @* $100.00 I $100.00I Comments: . Sheet I of I macvalue.doc +