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Home My WebLink About2714 ARLAND RD; ; CB131522; Permit09-02-2014 Job Address: Permit Type; Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB131522 Building Inspection Request Line (760) 602-2725 2714 ARLAND RD CBAD RESDNTL Sub Type: SFD Status: FINAL 1561303300 Lot#: 0 Applied: 06/24/2013 $283,967.00 Constuction Type: 5B Entered By: JMA Reference #: Plan Approved: 09/05/2013 1 Structure Type: Issued: 09/05/2013 0 Bathrooms: 0 Inspect Area: MC Orig PC #: Plan Check #: PC130035 LOOSEN: NEW SFD: 2571 SF LV/ 422 SF PATIO COVER/ 98 SF DECK-ABANDON & BACKFILL SEPTIC TANK @ EXISTING GARAGE Applicant: CAROLINE DOOLEY STEC 2979 STATE ST CARLSBAD CA 92008-2366 760-815-8748 Owner: LOOSEN 2710 ARLAND RD CARLSBAD CA 92008 Building Permit $1,416.90 Meter Size Add'l Building Permit Fee $0.00 Add'l Reel. Water Con. Fee $0.00 Plan Checlc $991.83 Meter Fee $0.00 Add'l Plan Check Fee ($990.00) SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $28.40 PFF (3105540) $5,168.20 Park in Lieu Fee $0.00 PFF (4305540) $4,770.65 Park Fee $0.00 License Tax (3104193) $0.00 LFM Fee $0.00 License Tax (4304193) $0.00 Bridge Fee $0.00 Traffic Impact Fee (3105541) $2,870.00 Other Bridge Fee $0.00 Traffic Impact Fee (4305541) $0.00 BTD #2 Fee $0.00 Sidewalk Fee $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $200.00 Renewal Fee $0.00 ELECTRICAL TOTAL $57.00 Add'l Renewal Fee $0.00 MECHANICAL TOTAL $78.28 Other Building Fee $0.00 Housing Impact Fee $0.00 HMP Fee $0.00 Housing InLieu Fee $0.00 Pot. Water Con. Fee $0.00 Housing Credit Fee $0.00 Meter Size Master Drainage Fee $5,526.09 Add'l Pot. Water Con. Fee $0.00 Sewer Fee $842.00 Reel. Water Con. Fee $0.00 Additional Fees $100.88 Green BIdg Stands (SB1473) Fee $8.00 Fire Sprinkler Fees $0.00 Green BIdg Stands Plan Chk Fee $0.00 TOTAL PERMIT FEES $21,068.23 Total Fees: $21,068.23 Total Payments to Date $21,068.23 Balance Due: $0.00 Inspector: FINAL APPROVi Date; / ' Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this pemiit was Issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Govemment 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 sen/ice fees in connection with this project. NOR DOES IT APPLY toany fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previouslv othenwise expired. 09-05-2013 Job Address; Permit Type: Parcel No: Reference #: CB#: Project Title: Applicant: ANDREA LOOSEN 760-213-8841 Emergency Contact: ANDREA LOOSEN 760-213-8841 City of Carisbad 1635 Faraday Av Carlsbad.CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW130227 2714 ARLAND RDCBAD SWPPP 1561303300 CB131522 LOOSEN; 2300 SF NEW SFD Lot#: Status: Applied: Entered By; Issued: Inspect Area: Tier: Priority: Owner: FRY FAMILY TRUST 06-18-01 2710 ARLAND RD CARLSBADCA 92008 ISSUED 06/24/2013 JMA 09/05/2013 1 L SWPPP Plan Check SWPPP Inspections Additional Fees $47.00 $56.00 $0.00 TOTAL PERMIT FEES $103.00 Total Fees: $103.00 Total Payments To Date: $103.00 Balance Due: $0.00 sl6N^f^R£ Inspection List Permit*: CBI31522 Type: RESDNTL SFD LOOSEN: NEW SFD: 2300 SF LV/ 258 SF GAR/ 422 SF PATIO COVER/ 98 SF Date Inspection Item Inspector Act Comments 07/22/2014 89 Final Combo PD AP 07/22/2014 89 Final Combo PD AP 07/01/2014 14 Frame/Steel/Bolting/Weldin MC AP MASTER BED DECK 06/04/2014 21 Underground/Under Floor MC AP EXISTING GARAGE TO NEW LOWER PUMP. 03/04/2014 27 Shower Pan/Roman Tubs MC AP 03/04/2014 82 Drywall/Ext Lath/Gas Test MC AP 02/27/2014 16 Insulation MC AP 02/24/2014 84 Rough Combo MC AP DOUBLE CHECK EGRESS WINDOWS AT BEDROOMS 02/19/2014 22 Sewer/Water Service MC AP BUILDING WATER SUPPLY FROM METER 02/18/2014 13 Shear Panels/HD's PD AP 01/17/2014 21 Underground/Under Floor PD AP 12/13/2013 15 Roof/Reroof MC AP 11/19/2013 13 Shear Panels/HD's MC CO 11/19/2013 15 Roof/Reroof MC PA SHEATHING NAILING ONLY 11/19/2013 83 Roof Sheathing/Ext Shear MC WC 10/18/2013 14 Frame/Steel/BoltingAA/eldin MC PA SUB-FLOOR 10/18/2013 24 Rough/Topout MC PA BELOW SUB-FLOOR 10/11/2013 11 Ftg/Foundation/Piers PD AP 10/02/2013 21 Underground/Under Floor MC PA AT S.O.G. ONLY 10/02/2013 31 Underground/Conduit-Wirin MC PA CONDUIT AT S.O.G. ONLY 09/26/2013 11 Ftg/Foundation/Piers MC PA SEE CARD 09/10/2013 92 Compliance Investigation MC WC Friday, August 29, 2014 Page 1 of 1 01-07-2014 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Plan Check Revision Permit No:PCRl3166 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC #: Project Title: 2714 ARLAND RD CBAD PCR 1561303300 Lot#; $0.00 Construction Type: 5B Applicant: CAROLINE DOOLEY STEC 2979 STATE ST CARLSBAD CA 92008 760 815-8748 PC130035 LOOSEN RES-CONVERT SINGLE CAR GARAGE TO BEDROOM ( APPROX*:29e-SF) & EXPAND Owner: LOOSEN RON&BARBARA Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 12/26/2013 RMA 01/07/2014 01/07/2014 1340 OAK AVE CARLSBAD CA 92008 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $312.50 $0.00 $0.00 Total Fees; $312.50 Total Payments To Date: $312.50 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter coiiectively refen'ed to as "fees/exactions." You have 90 days from the date this permil 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 vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previouslv othenvise expired. CITY OF PLAN CHECK REVISION Development Services Building Division CITY OF APPLICATION 1635 FaradayAvenue CARLSBAD B-15 760-602-2719 www.carlsbadca.gov Plan Check Revision No. ^^~^^^\^ ^ (o Original Plan Check No Project Address. Date Contact r^)n) ^iy Phl,UO -^/,r-^7>// Fax Email C^r^UKz^<^t iCa^l/iUjMip Uy. umy Contact Address. S-h^^ ^iU C City C^IS^AA Zip Iti^^^' General Scope of Work plAl Car £\ClrA.^-C rj}IA\r^rM, jt? ]^l-ocm - Ij^^aj/lJ. p^A^ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 • Elements revised: Brians • Calculations • Soils • Energy • Other. 2. Describe revisions in detail 3. List page(s) wliere each revision is shown 4. List revised sheets that replace existing sheets , 5- 7 ^ ^--z 5. Does this revision, in any way, alter the exterior of the project? [^3^es 6. Does this revision add ANY new floor area(s)? Q^es DNo 7 • Does this revision affect any fire related issues? O Yes 8. (s this a complete set? • Yes ^Signature • No 1635 FaradayAvenue, Carlsbad, CA 92008 : 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov PLANNING DiVISION Development Services Planning Division BUILDING PLAN CHECK Development Services Planning Division ^ CITY Oh REVIEW CHECKLIST 1635 FaradayAvenue CARLSBAD P-28 (760) 602-4610 www.carlsbadca.eov DATE: 6-25-13 PROJECTNAME: PROJECTID: PLAN CHECK NO: PC 13-35 SET#: 1 ADDRESS: 2710 & 2714 Arland Dr APN: 156-130-33 []] This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required DYes • No You may aiso 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 COIVIPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: carollne@carolinedooley.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 X Chris Sexton 760-602-4624 Ch ris.Sexto n@ca ris bad ca .gov I 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov i Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carisbadca.gov Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov • Dominic Fieri 760-602-4664 Dominlc.Fieri@carlsbadca.gov Remarks: REVIEW #: Plan Check No. PC 13-35 Address 2710 & 2714 Arland Dr Date 6-25-13 Review # ^ Planner Chris Sexton Phone (760) 602-4624 Type of Project & Use: new sfr, acc structure to sdu Net Project Densitv: 1.0 DU/AC Zoning: RJ. General Pian: RLM Facilities IVIanagement Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres: (For non-residential development: Type of land use created by this permit: ) 2 3 Legend: IEI Item Complete • Item Incomplete - Needs your action • • Environmental Review Required: YES • NO • TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: • • Discretionary Action Required: YES • NO • TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: ^ D n Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES • NO D CA Coastal Commission Authority? YES • NO O 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): lEI • • Habitat Management Plan Data Entry Completed? YES • NO • 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!) 13 Q • Inclusionary Housing Fee required: YES Q NO Q (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES • NO • (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 • NO • N/A • p-28 Page 2 of 3 07/11 Site Plan: IE! • • Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44 - Neighborhood Architectural Design Guidelines • • 1. Applicability: YES • NO S • • 2. Project complies: YES lEI NOO • • Zoning: 1. Setbacks: proposed sfr Front: Interior Side: Street Side: Rear: Top of slope: Required 20: Shown 20' Required 5^ Shown 5'10" Required N/A Shown N/A Required 11.6' Shown 11'8" Required Shown 2. Accessory structure setbacks: detached garage with sdu above/existing garage Front: Interior Side: Street Side: Rear: Structure separation: Required 201 Shown 20' Required 151 Shown 5^ Required N/A Shown N/A Required 11.6' Shown 11.6'+ Required 1£ Shown HD* • • 3. Lot Coverage: Required <40% Shown .09% K • • 4. Height: sfr Required, Shown Detached garage with sdu above Required <30' with min. 3:12 Shown 21'3" 5. Parking: Spaces Required 2 Shown (breakdown by uses for commercial and industrial projects required) Second Dwelling Unit Spaces Required 1 Shown 1 Additional Comments 1) Please fill out the attached form P-20 and return to the planner. 2) Please show the dimension on the site plan from the existinq garage to the proposed single- family residence. There needs to be a 10 foot separation. 3) Please show how the detached garage/sdu is architecturally compatible with the main unit. 4) Please indicate on the site plan where the two parking spaces will be for the sinqle-family residence. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTEF>AgJt^felDATES-^'7-i3 p-28 Page 3 of 3 07/11 02-12-2014 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR14012 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC #: Project Title: 2714 ARLAND RD CBAD PCR 1561303300 Lot#: 0 $0.00 Construction Type: NEW PC130035 LOOSEN RES- REVISE TRUSS CALCS FOR FAU IN ATTIC Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 02/04/2014 RMA 02/12/2014 02/12/2014 Applicant: DAVE MORGAN Owner: LOOSEN RON&BARBARA 1347 OAK AB CARLSBAD CA 92008 760 717-1354 1340 OAK AVE CARLSBAD CA 92008 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $225.00 $0.00 $0.00 Total Fees: $225.00 Total Payments To Date: $225.00 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these 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 vi/ith 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 vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has oreviouslv otherwise expired. ^ CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. _Original Plan Check No.. Project Address ^/V ^Mih i^O/^ Date ^/^^// Contact"bA^HOl^g/ViCf Ph lU).7n-j3^ Fax Email Contact Address. . City. General Scope of Work llluSS OUg-OLAnQN/- \X^ l^l6M CPU M£ix3 CPd^ST^iJCm^ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 • Elements revised: • Plans • Calculations • Soils • Energy ^ other T^l^^ gAU2ULi4TT<£^ 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets jHt-£i90^gflrL--772A£S 6iM^ MOT' TlfJH^^ ThE^ //^ -THE. MTIC- uo4^iCLJiJ u9t^ iS^^^H^ ^^J tUf PflOMirm}) 07=^ 5 • Does this revision, in any way, alter the exterior of the project? • Yes 6. Does this revision add ANY new fioor areafs)? • Yes ^ No T. Does this revision affect any fire related issues? • Yes ^ No 8. Is this a compl^set? /] ^ Yes • No Cop '^Q>^ C-vW^ ^Signature- ^ No 1635 Faraday Avenue, Carlsbad, jLA 92008 Ngh: 760-602- 2719 Fix: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil Corporation In (Partnersliip with government for (BuiCcfing Safety DATE: 2/10/2014 • APPLICANT juRjs?;> JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: PC13-35 (Rev#3) - PCR14-012 SET: I PROJECT ADDRESS: 2714 Arland Rd. PROJECT NAME: Loosen Residence Remodel & Addition Revision ^ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I 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. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person ^ REMARKS: Revised roof truss plans & calculations are under this plan change. By: ALI SADRE, S.E. (FOR D.Y.) Enclosures: Original approved plan EsGil Corporation • GA • EJ • MB • PC 2/4 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 City ofCarlsbad PC13-35 (Rev#3) - PCR14-012 2/10/2014 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLANCHECKNO.: PC13-35 (Rev#3) - PCR14-012 PREPARED BY: ALI SADRE, S.E. (FOR D.Y.) DATE: 2/10/2014 BUILDING ADDRESS: 2714 Arland Rd. BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: V-B BUILDING PORTION AREA ( Sq. Ft) Valuation Multiplier Reg. Mod. VALUE ($) Roof Truss Plans & Calc's. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb r By Ordinance BIdg. Permit Fee by Ordinance I Plan Check Fee by Ordinance Type of Review: F" "3 Complete Review $225.00 r structural Only r Repetitive Fee ^ Repeats Based on hourly rate r other p. Hourly EsGil Fee 1.5 $120.00 Hrs. @ $180.00 Comments: Sheet 1 of 1 ;( NO EXCEPTIONS TAKEN • REVISE AND RESUBMIT EXCEPTIONS AS NOTED • REJECTED :r. THIS SUBMITTAL NOT REQUIRED AND NOT REVIEWED This review is only for general conformance with the design concept of the project and genera! compliance with the information given in the Contract Documents Corrections or comments made on the shop drawings during this review do not relieve the contractor from compliance with the requirements of the plans and specifications Approval of a specific item chali not include approval of an assembly of which the item is a component. Contractor is responsible for; dimensions to be confirmed and correlated at the jobsite; information that pertains solely to the fabncation process or to the means, methods, techniques, sequences and procedures of construction; coordination of the Work of all trades; and for pertorming all .vork in a safe and satisfactory manner. PARKER STRUCTURAL ENGINEERING, INC. OATE 2, 1'-l BY df JOB/SUBMITTAL # I 3 ( ^' - df " >CS 1^ '^\Ss • SWSON • SON • SI^•=^ • SIWSON • SIMPSON • sitf>saN SIW>SQN - SINPS3N - SIMPSON • SIMPSON • SWSON • SWSON LUS^3 LUS28 t+tJS£Q-<? LUS29 Lusee LLJS5B LUSSB LUS28 LUSSe ^1 *^ MORGAN GROUP BUILDING COMPANY to ® Copynght CompuTrus Inc. 2006 -ROJECT J.TLE 8827 1 / 11042013 CHECKED a Y Eu JERV LOCATION CARLSBAD, CA 92008 SCALE 0.08"- r IS'SUEDATE 02/03/14 R£VISI0fJ-1 ABOVE PLAN PROVIDED HOR TRUSS PLACEMENT ONLY REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL DRAVI/INGS FOR ALL FURTHER INFORMATION, BUILDING DESIGNER/fcNGlNEER UF KbCOHD RESPONSIBLE FOS ALL NON-TRUSS TO TRUSS CONNECTIONS- BUILDING DESIGNER/ENGINEER GF RECORD TO REVIEW AND APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION Ramona Lumber Company. Inc P.l). Boi{ 1561) - «i*niuri.s. C A v;iH^5 {7ftOj 7g<J-lO80 •' FA-.X 7S<>-4<'>5.^ All designs are property of RAMONA LUMBER CO.INC. All designs are null and void if not fabricated by RAMONA LUMBER CO.INC. lllli This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TC; 2x4 OF #1&BTR BC: 2x4 OF #1&BTR WEBS: 2X4 DF STUD TC LATERAL SUPPORT BC LATERAL SUPPORT 12'0C. 12"0C. UON. UON. OVERHANGS: 31.1" 0.0" Connector plate prefix designators: C,CN,C1B,CN18 (or no prefix) = CompuTrus, Ino M,M20HS,M18HS,U16 MiTek MT series TRUSS SPAN 13'- 11.0" LOAD DURATION INCREASE =1.25 SPACED 24.0" O.C. LOADINQ LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEINO MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ANO BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CBC2010/IBC2009 MAX MEMBER FORCES 4WR/6DF/Cq=1.00 1- 2=( -16) 54 2-5=(-615) 1353 5-3=(0) 246 2- 3=1-950) 168 5-4=(-615) 1363 3- 4=(-924) 137 BEARING LOCATIONS 0'- 0.0" 13'- 11.0' MAX VERT MAX HORZ REACTIONS REACTIONS -48/ 716V -1958/ 195BH -1/ 543V -1958/ 1958H BRG BRG 0' 13* 0.0" 11.0" BRG SIZE 3.50' 3.50' 1.15 DF/ 0.87 DF/ REQUIRED BRG AREA SQ.IN. (SPECIES) 1.15 DF ( 625 0.87 DF ( 625) 1.77 HF/ 1.69 SPF 1.34 HF/ 1.26 SPF VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.038" 9 -2'- 6.6" Allowed = 0.269" MAX DL CREEP DEFL = -0.040" e -2'- 6.6" Allowed = 0.346" MAX TL CREEP DEFL = -0.077' e -2'- 6,6' AUowed = 0.346" MAX HORIZ, MAX HORIZ. LL DEFL TL DEFL 0,017" 9 -0.023" 9 3.5" 3.5" IcoND. 2: 2nnn.nn LBS DRAG LOAD. 7-02 6-09 4.00 1 12 12 Wind; 65 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2. Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. iMax CSI: TC:0.73 BC:0.30 Web:0.08l 3 4.00 st F4 o 7-02 6-09 2-06 13-11 JOB NAME: LOOSEN • A2 Scale: 0.3838 Truss: A2 DES. BY; BS DATE: 11/5/2013 SEQ.: 5717808 TRANS ID: 383688 II WARNINGS: 1. Builder and erection contractor sho Jid be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown -i-. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure la the responsibility of the buliding designer. 4. No load should be applied to any component until after ai bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no reeponaibiilty for the fabrication, handlmg, shipment and installation of components. 6. This design is furnished subject to the limitations set fbrth by TPIA/VTCA in BCSI, copies of which wSI be furrtished upon request. MiTek USA, Inc/CompuTrus Software 7.6.5(1 L)-E QENERAL NOTES, uniess othenvise noted; 1. 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. 2. 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 tength by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown + * 4. installation of truss is the rssponsibility of the respective contractor. 5. Design assumes trusses are to be used In a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 6. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector pfate design values see ESR-1311, ESR-1988 (MiTelt) | This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TO: 2x4 DF #1&BTR BC: 2x4 DF #1&BTR WEBS: 2x4 DF STUD TC LATERAL SUPPORT <= 12"0C. UON. 8C LATERAL SUPPORT <= 12"0C. UON. OVERHANGS: 31.1' 0.0" Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,VI16 = MiTek MT series TRUSS SPAN 13'- 11.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 7.0) ON TOP CHORD = 27.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 32.0 PSF LIMITED STORAGE DOES NOT APPLV DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEINQ MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0" 13'- 11.0" CBC2010/IBC2009 1- 2= 2- 3= 3- 4= MAX VERT REACTIONS -128/ 583V -57/ 445V MAX MEMBER FORCES -23) 43 2-5=(-54) -703 77 5-4=(-54) -707) 75 4WR/6DF/Cq=1.00 605 5-3=(0) 246 605 BRG ^ BRG @ MAX HORZ REACTIONS 66/ 54H 66/ 54H - 0.0" - 11.0" BRG SIZE 3.50' 3.50' 0.93 DF/ 0.71 OF/ REQUIRED BRG AREA SQ.IN. (SPECIES) 0.93 DF ( 625 0.71 DF ( 625) 1.44 HF/ 1.37 SPF 1,10 HF/ 1,05 SPF VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/ieO MAX LL DEFL = -0,038' S -2'- 6,6' Allowed = 0,259" MAX DL CREEP DEFL = -0.020' 9 -2'- 6,6" Allowed = 0.346" MAX TL CREEP OEFL = -0.057' 9 -2'- 6.6" Allowed = 0,346" MAX HORIZ. LL DEFL = 0.006" » 13' MAX HORIZ. TL DEFL = 0,010" 9 13' 7.5" 7.5" Wind: 7-02 6-09 12 12 85 mph, h=15ft, TC0L=4.2,BCDL=3.0, ASCE 7-05, Enclosed, Cat,2, Exp.C, MWFRS, Interior zone, load duration factor=1,6. Truss designed for wind loads in the plane of the truss only. [Max CSI: TC:0.56 BC:0.29 Web:Q.0Bl 4.00 M-4X5 i 4.00 1^4 7-02 6-09 2-06 13-11 JOB NAME: LOOSEN - A3 Scale: 0.3965 Truss: A3 DES. BY: BS DATE: 11/5/2013 SEQ.: 5717809 TRANS ID: 383688 lllililHIl WARNINGS: 1. Buikter snd eracffon contractor slwuld be advised ofsH General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. 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 buiiding designer. 4. 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. 5. CompuTrus has no controi over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set fbrth by TPI/WTCA in BCSI, copies of which wili be furnished upon request. MiTek USA, lnc7CompuTrus Software 7.6.5(1 L)-E GENERAL NOTES, unless othenvise noted: f. Trtte design Is based on/y upon trte pa^imters shown and Is for an ln<ilvkiu8l buliding component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be lateraHy 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). 3. 2x Impact bridging or lateral bracing required where shown •*• + 4. installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are fbr "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with Joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-19B8 (MiTelt) This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TC; 2x4 DF (fl&BTR BC; 2x4 DF #1&BTfl WEBS: 2X4 DF STUD TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. 13-11-00 STUB TERMINAL HIP SETBACK 7-02-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non-Rep) TC UNIF LL( BC UNIF LL( 40.0)+DL( 0.0)+DL( LOADING 14.0)= 54.0 PLF 22.9 = 22.9 PLF CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 1- 2=1-2024) 298 1-5=(-264) 1838 5-2=(0) 350 2- 3= -2010 300 5-3=(-264) 1838 3- 4= -22) 42 0,0" TO 13'- 11,0" V 0.0" TO 13'- 11.0" V OVERHANGS: 0.0" 31.1" Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. Join together 2 ply with 3"x.l31 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. TC CONC LL( 589.3)+DL( 206.2)= 795.5 LBS 9 6'- 9.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ANO BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0" 13'- 11.0" MAX VERT REACTIONS -116/ 945V -180/ 1058V MAX HORZ REACTIONS -54/ 66H -54/ 66H BAG 9 0'- 0.0" BRG ? 13'- 11.0" BRG SIZE 3.50' 3.50' 1.51 DF/ 1.69 DF/ REQUIRED BRG AREA SQ.IN. (SPECIES) 1.51 DF ( 625) 1.69 DF ( 625) 2.33 HF/ 2.22 SPF 2.61 HF/ 2.49 SPF 6-09 12 4.CO [ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.030' i 6'- 9.0" Allowed = 0.667" MAX DL CREEP DEFL = -0.026' 9 6'- 9.0' Allowed = 0,889" MAX TL CREEP OEFL = -0.056' 9 6'- 9,0" Allowed = 0,889" MAX HORIZ. LL DEFL = 0,010" 9 13'-MAX HORIZ. TL DEFL = 0.016" ? 13'-7.5" 7.5" 7-02 795.50# 12 4,00 M-4x5 Wind: 85 mph, h=15ft, TCDL=4.2,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. iMax CSI: TC:0.38 BC:0.?5 Weh:0.05l 6-09 7-02 13-11 2-06 JOB NAME: LOOSEN - A4 Scale: 0.4345 Truss: A4 DES. BY; BS DATE: 11/5/2013 SEQ.: 5717810 TRANS ID; 383688 III WARNINGS: 1. BuikJer and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +. 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overaU structure Is the responsibility of itie builtiing designer. 4. No load should be applied to any component until after ail bracing and ^steners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subjectto the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MITek USA, Inc./ConnpuTrus Software 7.6.5(1L)-E GENERAL NOTES, unless otherwise noted; 1. 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 buiiding designer. 2. Design assumes the top and bottom chonjs 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). 3. 2x impact bridging or laural bracing requlrsd whara sbown *• * 4. Installation of tnjss is the responsibyity of the respective con^ctor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided, 6. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In Inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) I This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 DF #1&BTR WEBS: 2x4 OF STUD TC LATERAL SUPPORT BC LATERAL SUPPORT 14-04-00 TERMINAL HIP SETBACK 7-02-00 FROM END WAIL LOAD DURATION INCREASE = 1.25 (Non-Rep) OVERHANGS: 31.1" 12"0C. UON. 12"0C. UON. 31.1" TC UNIF LL( BC UNIF LL 40.0)+DL( 0.0)+DL( 28.0) 22.9 LOADING = 68.0 PLF = 22.9 PLF 0.0" TO 14' 0.0" TO 14' 4.0" V 4.0" V CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 1- 2=( -16) 54 2-6= -18) 2348 6-3=(0) 360 2- 3= -2568 28 6-4=(-18) 2348 3- 4=(-2568) 28 4- 5=( -16) 54 Connector plate prefix designators: C,CN,C1B,CN18 (or no prefix) = CompuTrus, Ino M,M20HS,M1BHS,M16 = MiTek MT series ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row s throughout 2x4 bottom chords, 9' oc in 1 rowjs) throughout 2x4 webs. TC CONC LL( 589.3)+DL( 412.5)= 1001.7 LBS g 7'- 2.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0" 14'- 4.0" MAX VERT REACTIONS -39/ 1306V -39/ 1306V BRG » BRG f MAX HORZ REACTIONS -66/ 66H -66/ 66H '- 0.0" '- 4.0" BRG SIZE 3.50' 3.50' 2.09 OF/ 2,09 OF/ REQUIRED GRG AREA SQ.IN. (SPECIES) 2.09 DF ( 625) 2.09 DF ( 625) 3,22 HF/ 3,07 SPF 3,22 HF/ 3,07 SPF VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX LL DEFL = -0.033' 9 7'- 2,0' Allowed = 0,688" MAX OL CREEP DEFL = -0,047' e 7'- 2,0' Allowed = 0.917" MAX TL CREEP DEFL = -0.080' 9 7'- 2.0' Allowed = 0.917" MAX HORIZ. MAX HORIZ. LL DEFL : TL DEFL 0.011" 9 0.021" 9 14'-14'-0.5" 0.5" 7-02 12 4.00 IIM-4X4 7-02 1001.70# Wind: 65 mph, h=15ft, TCDL=8,4,BCDL=3,0, ASCE 7-05, Enclosed, Cat,2, Exp,0, MWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. IMax CSI: TC:n.51 60:0.29 Weh:0.06l 12 4, 00 4,0" st 7-02 7-02 2-06 14-04 2-06 JOB NAME: LOOSEN Scale: 0,4187 Truss: A DES. BY: BS DATE: 11/5/2013 SEQ.: 5717806 TRANS ID: 383688 WARNINGS: 1. Bulkier and erection contractor should be advised of all General Notes artd Warnings before construction oommertces. 2. 2x4 compression web bradng must be installed where shown *. 3. Additional temporary bracing to insure stability during consbuction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be apf^ied to any component until after ail bracing and fasteners are complete and at no time shouM any loads greater Vnan design toads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the imitations set forth by TPIA/VTCA in BCSI, copies of which wHI be furnished upon request. MITek USA, Inc/CompuTrus Software 7.6.5(1L)-E GENERAL NOTES, unless othenvise noted: 1. This design is based only upon the parameters shown and Is for an Indivkluai buUding corrsponem Applicabia of design parameters and proper Incorporation of component Is the responsibNIty of the building designer. 2. 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 lan^h by continuous sheathing such as plywood she8thlng{TC) and/or drywall(BC]. 3. 2x Impact bridging or lateral bracing required where shown + * 4. Installatton of truss is the rssponsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-con'osive environment, and are for "dry condition" of usa. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provkled. 6. Plates shall be located on both faces of truss, and placed so their center lines coinckle with joint center tines. 9. Digits indicate size of plate In Inches. 10. For basic connector pfate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TC: 2x4 DF #18LBTR BC; 2x4 DF #UBTR WEBS: 2x4 DF STUD TC LATERAL SUPPORT <= BC LATERAL SUPPORT <= OVERHANGS: 31.1" 12"0C. UON. 12"0C. UON. 31.1" LLI TRUSS SPAN 14'- 4.0" LOAD DURATION INCREASE =1.25 SPACED 24.0" O.C. LOADING 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF Connector plate prefix designators; C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREHENTS OF CBC 2010 NOT BEING MET, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP ANO BOTTOM CHORD LIVE LOAOS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0" 14'- 4.0" CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -16) 54 2-6=(0) 780 6-3=(0) 253 2- 3= -904 0 6-4=(0) 780 3- 4= -904) 0 4- 5= -16) 54 MAX VERT REACTIONS -47/ 712V -47/ 712V BRG @ 6RQ 9 MAX HORZ REACTIONS -66/ 66H •66/ 66H 0'- 0.0" 4'- 4.0" BRG REQUIRED BRG AREA SIZE SQ.IN. (SPECIES) 3.50' 1.14 DF ( 625) 3,50' 1.14 DF ( 625) 1.14 DF/ 1.14 OF/ 1.76 HF/ 1.68 SPF 1.76 HF/ 1.68 SPF VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX LL OEFL = -0.038' 9 -2'- 6,6' Allowed = 0,259" MAX DL CREEP DEFL = -0.040' i -2'- 6,6' Allowed = 0,346" MAX TL CREEP DEFL = -0.077' i -2'- 6.6" Allowed = 0.346" MAX HORIZ. LL DEFL = 0.007" 9 14' MAX HORIZ. TL OEFL = 0.014" 9 14' 0.5" 0.5" 7-02 12 4.00 [ 1~ I1M-4X4 4.0" 7-02 Wind; 85 mph, h=15ft, TCDL=B.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1,6. Truss designed for wind loads in the plane of the truss only. 12 "=3 4 IMax CSI: TC:n.74 BC:0.32 Weh:0.Qfll 00 7-02 7-02 2-06 14-04 2-06 JOB NAME: LOOSEN - Al Scale: 0.40E2 Truss: Al DES. BY: BS DATE: 11/5/2013 SEQ.: 5717807 TRANS ID: 383688 WARNINGS: 1. Bulkier and erection cont-actor should be advised of alt General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +. 3. Additional temporary bracing to insure stabiHty during construction is the responsibility of the erector. Additkinal permanent bracing of the overall structure Is the responsibility of the building designer. 4. No load should be applied to any component until after alt bracing and fasteners are comptete and at no time shoukl any loads greater than design loads be applied to any componant. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installatbn of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MITek USA. Inc/CompuTrus Software 7.6.5(1 L)-E QENERAL NOTES, unless othenvise noted; 1. This design is based only upon the parameters shown and is for an indivkluai building component. Applicability of design parameters and proper incorporation of component is the responsibility of the buikjing designer. 2. Design assumes the top and bottom chords to be lateraBy braced at 2' o.c. and et 10' o.c. respectively unless braced throughout their tenoth by continuous sheathing such as plywood sheathing(TC) and/or drywaltfBC). 3. 2x Impact bridging or lateral bracing required where shown + + 4. Instaltation of tmss is the responsibilrty of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at alt supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provkled. S. Plates shall be located on both faces of truss, and pfaced so their center lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. 10. For basic connector pfate design values see ESR-1311, ESR-1988 (I^ITek) This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TC: 2X4 OF #18iBTR BC; 2x4 DF #1&BTR WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL FUT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 31,1" 0.0' Connector plate prefix designators; C,CN,C18,CN18 (or no prefix) = CompuTrus, Ino M,M20HS,M1BHS,M16 = MiTek MT series TRUSS SPAN 25'- 11.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 7.0) ON TOP CHORD = 27.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 32.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREHENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOAOS ACT NON-CONCURRENTLY, 1- 2=( 2- 3=( 3- 4=( 4- 5=( 5- 6=( 6- 7=( 7- 8=( CBC2010/IBC2009 MAX MEMBER FORCES 4WR/G0F/Cq=1,00 23) 43 3404) 420 2719) 358 2841) 369 2841) 372 2719 364 3404) 461 BEARING LOCATIONS 0'- 0.0" 25'- 11.5" 9=(-386) 319 9-10=(-390) 3202 10- 11=(-333) 2589 11- 12=(-375) 2855 12- 13=(-339) 2589 13- 14= -433) 3202 14- 8=(-429) 3199 3= 3- 10= 4- 10= 4- 11 = 11- 5= 5- 12= 12- 6= 13- 6= , 0) (-617) 168 53 MAX VERT REACTIONS -160/ 95ev •111/ 825V BRG ? BRG Ei MAX HORZ REACTIONS -110/ 98H -110/ 98H 0.0" 11.5" 0' 25' 0) 234 ( -76) 519 • -42) 26 -31) 19 -70) 518 -13) 234 BRG SIZE 5.50" 3.50" 1.53 DF/ 1.32 DF/ 13- 7= 7-14= -623) 0) 119 168 REQUIRED BRG AREA SQ.IN. (SPECIES) 1.53 DF ( 625) 1,32 DF ( 625) 2.37 HF/ 2.25 SPF 2.04 HF/ 1.94 SPF VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL OEFL = -0.349" 9 13'- 0.8" Allowed = 1.260" MAX DL CREEP OEFL = -0.315" 9 13'- 0.8" Allowed = 1.681" MAX TL CREEP DEFL = -0.664" » 13'- 0.8" Allowed = 1.681" 12-00 2-01-08 t 1- 11-10 MAX HORIZ. LL DEFL = 0.180" ? 25'-MAX HORIZ. TL DEFL = 0.289' 9 25'-8.0" 8.0' 3t Wind: 85 mph, h=15ft, TCDL=4.2,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. IMax CSI: TC:0.54 BC:0.50 Web:0.2BI o 12 '2,00 2.00 ' 12 0T11-12 OT11-12 6-04-08 4-10-12 '1-07-08' 4-10-12 6-02-08 2-06 12-03 -4-1-07-08 12-01 2-06 25-11-08 JOB NAME: LOOSEN - B2 Scale; 0,2472 Truss: B2 DES. BY: BS DATE: 11/5/2013 SEQ.: 5717812 TRANS ID: 383688 illilllliiilll WARNINGS: 1. Bulkier and erection cont'actor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown *. 3. Additional temporary bracing to Insure stability during construction is the resiponsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after aH bracing and fasteners are complete and at no time shoukl any toads greater than design toads be applied to any component. 5. CompuTrus has no contral over and assumes no responsibility forthe fabrication, handling, shipment and inslallation of components. 6. This design is fumished subjectto the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc/CompuTrus Software 7.6.5(1L)-E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an Indivkluai buliding component. Applicability of design parameters and proper incorporation of component is the responsibility of the buikiing designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' O.C. and at 10' o.c. respectively unfass braced throughout their length by continuous sheallTing such as plywood sheathing(7C) andlor rtrywaM/BCJ. 3. 2x Impact bridging or fateral bracing required where shown '•• * 4. Installation of truss is the rssponsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-contisive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage ie provided. 8. Plates shalt be tocated on both faces of truss, and pfaced so their center lines coincide witii joint center tines. 9. Digits incNcate size of plate In Inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (H/liTek) This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TC; 2x4 OF #1&BTfl BC: 2x6 DF 1*2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. NOTE; 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 26-01-08 HIP BC SETBACK 10-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non-Rep) TC UN: TC UN TC UN BC UN BC UN BC UN IF LL( IF LLj IF LLj IF LL( IF LL( IF LL{ 40.0)+DL( 120.0 +DL 40.0)+DL( 0.0)+DL( 0.0)+DL( 0.0)+DL( 14.0)= 42.0)= 14.0)= 10.0)= 30.0)= 10.0 = LOADING 54.0 PLF 162.0 PLF 54.0 PLF 10.0 PLF 30.0 PLF 10.0 PLF 0,0" 0.0" 1,5" 0.0" 0.0" 1.5" TO OVERHANGS; 31.1" 31.1" BC CONC LL( BC CONC LL( 600.0)+DL( 600.0)+DL( 360.0)= 960.0 LBS » 10'- 360.0)= 960.0 LBS 9 16'- 10'-16'- 26'-10'-16'- 26'- 0.0' 1.5" 0.0' 1.5' 1.5' 0.0' 1.5" 1.5' 1- 2^ 2- 3^ 3- 4: 4- 5^ 5- 6^ 6- 7' 7- B^ 8- 9 9- 10 10-11^ ^i-10332! ^(•11145) ^ -13137) • -13146) •(-13146) •(•13137) •(-11145) ;M0332j CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 42 2-12=(-1623) 9807 12- 3=(-364) 102 1716 12-13= -1641) 9900 3-13= -210) 960 1914 13-14= -1654 10860 4-13= 0 249 2283 14-15=(-2508i 13731 4-14=(-723) 3915 2292 15-16= -1854 10860 14- 5= -102 93 2292 16-17=(-1641) 9900 14- 6=(-648) 237 2283 17-10=(-1623) 9807 6-15=(-648) 237 1914 - •- • " 9-17=(-384) 102 1716 42 7-15=(-102) 93 15- 8= -723 3915 16- 8=( 0) 249 16- 9=(-210 960 Connector plate prefix designators; C,CN,C18,CN18 (or no prefix) = CompuTrus, M,M20HS,M18HS,M16 = MiTek MT series Inc ( 3 ) complete trusses required. Join together 3 ply with 3"x.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row sj throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0' 26'- 1.5" MAX VERT REACTIONS -405/ 2301V -405/ 2301V BRG E> BRG » MAX HORZ REACTIONS -95/ 95H -95/ 95H '- 0.0" '- 1.5" BRG SIZE 5.50' 5.50' 3.68 DF/ 3.68 DF/ REQUIRED BRG AREA SQ.IN, (SPECIES) 3.68 DF ( 625) 3.68 DF i 625) 5.68 HF/ 5.41 SPF 6.68 HF/ 5.41 SPF VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL OEFL = -0,427' e 13'- 0,8' Allowed = 1.260" MAX DL CREEP DEFL = -0.383' 8 13'- O.B" Allowed = 1,681" MAX TL CREEP DEFL = -0,810' 0 13'- 0,8' Allowed = 1,661" MAX HORIZ. LL DEFL MAX HORIZ, TL DEFL 0,189" 9 25'- 8,0" 0.302" 9 25'- 8,0" 10-00 6-01-08 10-00 5-10-10 4-01-06 0-04-12 2-08 ft 2-08 0-04-12 4-01-06 5-10-10 12 4,00 M-3x12 M-7X10 M-1x3 M-2.5x4 M-1X3 _6 Z_ M-7X10 12 Wind: 85 mph, h=15ft, TC0L=4,2,8CDL=3,0, ASCE 7-OS, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1,6. Truss designed for wind loads in the plane of the truss only, IMax CSI: TC;n.43 BC;0.77 Web:0.53l ! 4.00 M-3X6 M-3x6 2-06 26-01-08 2-06 JOB NAME: LOOSEN - B4 Scale; 0.2339 Truss: B4 DES. BY: BS DATE: 11/5/2013 SEQ.: 5717814 TRANS ID: 383688 llllllllllllllllillilllll WARNINGS: 1. Bulkier and erection contractor should be advised of att General Notes and Warnings before construction commences, 2. 2x4 compression web bracing must be instalted where shown 3. Addittonal temporary bracing to Insure stabiHty during consti'uction is the responsibility of the erector. Additionat permanent bradng of the overall structure is the responsibility of the building designer. 4. No toad should be applied to any component until after all brecing and fasteners are complete and at no time shoukl any loads greater than design loads be applied to any component. 5. CompuTrus has no contral over and assumes no responsibility for the fabrication, handling, shipment and instaltation of components. 6. This design is furnished subject to the limitationfi set forth by TPI/WTCA in BCSI, copies of which witt be furnished upon request. MiTek USA, Inc/CompuTrus Software 7,6.5(1L)-E GENERAL NOTES, untess othenvise noted: 1. This design is based onty 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. 2. Design assumes ^ top and bottom chonis 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 drywatl(BC]. 3. 2x Impact bridging or lateral bracing required where shcnvn + + 4. Installation of truss is the responsibyity of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes hA\ bearing at alt supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provkted. 8. Plates shall be tocated on both faces of truss, and pfaced so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector ptate design values see ESR-1311, ESR-1988 (MiTek) Ill This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TC; 2x4 DF #18iBTR BC; 2x6 DF #2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"DC. UON. NOTE; 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 25-11-08 STUB HIP BC SETBACK 10-00-00 FROM END WALL OVERHANGS: 0.0" 31,1" Connector plate prefix designators; C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ( 3 ) complete trusses required. Join tooether 3 ply with 3"x.131 DIA GUN nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 9" oc In 2 rowisi throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 9-10 TC UNIF LL( TC UNIF LL TC UNIF LL BC UNIF LL BC UNIF LL, BC UNIF LL( 54.0 10.0 30.0 10.0 BC CONC LL( 600.0)+DL( 360.0)= 960.0 LBS 9 9'- 10.0" BC CONC LL( 600,0)+DL( 360,0)= 960,0 LBS 9 15'- 11,5" ADDL: BC CONC LL+DL= 900,0 LBS 9 2'- 0,0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. NOTE: TRUSS NOT SYMMETRICAL ORIENTATION AS SHOWN, CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ^ — •• - • -• --- •- g=(.222) 1017 16= -396 105 1.25 (Non-Rep) 1 2=( -11832) 1986 1 11 = -1887) 11292 11 2=( 363 1.25 (Non-Rep) 2 3= -11778) 2034 11 12=( -1899) 11292 2 12=1 -531) 54 3 4= -13827) 2409 12 13=1 -1971) 11496 3 12=1 -30 342 PLF 0'- 0.0" TO 9'-10.0" V 4 5=( -13836) 2418 13 14=1 -2613) 14301 3 13=1 •738) 4029 PLF 9'- 10.0" TO 15'-11.5" V 5 6={ -13587) 2373 14 15= -1917) 11208 13 4=( -87) 93 PLF 15'- 11.5" TO 25'-11.5" V 6 7=! -13578) 2361 15 16=( -1695) 10200 13 5=1 -513) 213 PLF 0'- 0.0" TO 9'-10.0" V 7 8=( -11505) 1980 16 9=( -1677) 10104 5 14=( -810) 264 PLF 9'- 10.0" TO 15'-11.5" V 8 9=( -10644) 1773 -1677) 6 14=( -96) 93 PLF 15'- 11.5" TO 25'-11.5" V 9 10=( -21) 42 14 7=1 -750) 4068 -21) 15 7= 0) 240 BEARING LOCATIONS 0'- 0,0' 25'- 11.5" MAX VERT REACTIONS -485/ 3017V •416/ 2371V BRG 9 BRG 9 MAX HORZ REACTIONS -83/ 95H •83/ 95H '- 0.0" '- 11.5" BRG SIZE 3.50' 5.50" 4.83 DF/ 3.79 DF/ REQUIRED BRG AREA SQ.IN. (SPECIES) 4.83 DF ( 625 3.79 OF ( 625) 7.45 HF/ 7.10 SPF 5.86 HF/ 6.58 SPF VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/1B0 MAX LL DEFL = -0.427' 9 12'- 10.7" Allowed = 1.260" MAX DL CREEP DEFL = -0.446' 9 12'- 10.7" Allowed = 1.681" MAX TL CREEP DEFL = -0,873' 9 12'- 10,7' Allowed = 1,681" MAX HORIZ. LL DEFL = 0,189" 9 25' MAX HORIZ, TL DEFL = 0.322" 9 25' 6,0" 6.0" 5-08-10 f- 4-01-06 0-04-12 2-08 6-01-08 10-00 12 4.00 M-1X3 M-7X10 4 2-08 0-04-12 4-01-06 tt 5-10-10 Wind; 85 mph, h=15ft, TCDL=4,2,BCDL=3,0, ASCE 7-05, Enclosed, Cat,2, Exp,C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 12 iHax CSI: TC:0.46 80:0.96 Web;0.55l M-2,5X4 M-lxiS M-7X10 _5_ M-3X6 ; 4.00 M-3X12+ it .900# i960# JLL 5-06-14 3-06-06 0-11-12 ^ 5-07-08 0-11-12 3-06-06 -4 5-08-14 10-01 5-07-08 10-03 2-06 4 ^ 25-11-08 2-06 JOB NAME: LOOSEN - B Scale: 0,2424 Truss: B DES. BY: BS DATE: 11/5/2013 SEQ.: 5717811 TRANS ID: 383688 WARNINGS: 1. Bulkier and erection contractor shouid be advised of att General Notes and Warnings before constructkin commences. 2. 2x4 compression web bracing must be tnstalfad where shown *. 3. Additionat temporary bracing to insure stability during construction Is the responsibility of tiie erector. Additional permanent bracing of the overall structure is the responsibitity of the building designer. 4. No load should be applied to any component until after att bracing and fasteners are compiete and a! no time shouid any Joads grsaiBr than design loads be applied to any component. 5. CompuTrus has no contral over and assumes no responsibility for the fabrication, handling, shipment and instaltation of components. 6. This design is fumished subject to tiie limitations set fbrth by TPI/WTCA in BCSI, copies of which wilt be furnished upon request. MiTek USA, Inc/CompuTrus Software 7,6.5(1L)-E GENERAL NOTES, unfass othenMse noted: 1. This design is based only upon the parameters shown and is for an Indlvkjual buikiing component. ApptlcabltIV of design parameters and proper incorporation of component Is ^e responsibitity of the buikiing designer. 2. Design assumes the top and bottom chords to be lateraHy braced at 2' o.c. and at 10' ox. respectively unless braced throughout ttieir length by continuous sheathing such as plywood sheathing(TC) and/or drywati(BC). 3. 2x Impact bridging or lateral bracing required where shown + * 4. Instalfation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at aU supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates Shalt be tocated on both faces of truss, and placed so their center lines coinckle with joint center tines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-ie88 (MiTek) This design prepared from computer input by RAMONA LUMBER RT LUM6ER SPECIFICATIONS TRUSS SPAN 30'- 0.0" CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC; 2x4 OF lHliBTR LOAD DURATION INCREASE = 1.25 1- 2=(-2261) 371 1 12=( -759 2273 2-12=(-137) 148 BC: 2x4 DF #1&BTR SPACED 24,0" 0,C, 2- 3=(-2135 316 12 13=1 -436 2821 3-12= -32 462 WEBS; 2X4 OF STUD 3- 4= 0 0 13 14=1 -434 2840 12- 5= -838 153 LOADING 3- 5= -2059 297 14 10=1 -666 2311 5-13=1-121 241 TC LATERAL SUPPORT <= 12"0C, UON. LL( 20.0)+DL( 7.0) ON TOP CHORD = 27.0 PSF 5- 6= -2870 411 13- 6= -131 230 ac LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 32.0 PSF 6- 8=(-2119) 292 7- 8=( 0) 0 8- 9= -2196 311 6-14=(-810) 156 14- 8=( -27) 482 14- 9=(-178) 105 NOTE: 2x4 BRACING AT 24"0C UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-10= -2400 354 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF CBC 2010 NOT BEING MET. 10-11=( -23 43 OVERHANGS: 0,0" 31,1" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, Connector plate prefix designators: C,CN,C18,CN18 (or no prefix] = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BEARING LOCATIONS 0'- 0.0' 30'- 0.0' MAX VERT REACTIONS -144/ 960V -182/ 1089V BRG BRG MAX HORZ REACTIONS -1981/ 1981H -1981/ 19B1H BRG REQUIRED BRG AREA SIZE SQ.IN, (SPECIES) 3.50' 1.54 OF ( 625 3.50' 1.74 DF 625 0'- 30'- 0.0" 0.0" 1.54 DF/ 1.74 DF/ 2.37 HF/ 2.26 SPF 2.69 HF/ 2.56 SPF ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX LL DEFL = -0.230' 9 14'- 10.2' Allowed = 1,471" MAX OL CREEP DEFL = -0,209' 9 14'- 10,2' Allowed = 1,961" MAX TL CREEP DEFL = -0.436" 9 14'- 10,2' Allowed = 1.961" MAX HORIZ, LL DEFL MAX HORIZ, TL DEFL 0,059" 9 0.094" 9 8,5" 8.5" 8-03-08 13-01-08 it ICOND. 2: 2000.00 LB.S DRAG LOAD. I Wind: 85 mph, h=15ft, TCDL=4.2,BCDL=3,0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=l,6. Truss designed for wind loads in the plane of the truss only, IMax CSI: TC:0.33 BC:D.46 Web;Q.50l ^2 30-00 2-06 JOB NAME: LOOSEN - 09 Scale; 0.2346 Truss: C9 DES. BY: BS DATE: 11/5/2013 SEQ.: 5717825 TRANS ID: 383688 WARNINGS: 1. Bulkier and erection conti'actor shouid be advised of aM General Notes and Warnings before constructkin commences. 2. 2x4 compression web bracing must be instalted where shown +. 3. Additionat temporary bracing to insure stability during consti'uction is the responsibity of the erector. Additionat permanent bracing of the overall sfa'ucture Is the responsibility of the building designer. 4. No load should be applied to any component until after att bracing and fasteners are comptete and at no ttme shoukl any loads greater than design toads be applied to any component. 5. CompuTrus has no control over and assumes no responsibillly for the fabrication, handling, shipment and instaltation of components. 6. This design Is fumished subject to the limitations set fbrth by TPI/WTCA in BCSI, copies of which wilt be furnished upon request. MiTek USA, incXompuTrus Softvi/are 7.6.5(1L)-E GENERAL NOTES, unless othenvise noted: 1. Thts design is based onty upon the parameters shown and Is for an indivkluai building component. Applicability of design parameters and proper incorporation of component is the responsibHtty of the building designer. 2. Design assumes ttie top and bottom chords bD be laterally braced at 2' o.c. and at 10' ox, respectively uniess braced throughout ttieir tength by continuous sheathlf^ such as plywood shBathing(TG) and/or drywaltfBC). 3. 2x Impact bridging or lateral bracing required where shown "t- '*• 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and ara for "dry condition" of use. 6. Design assumes full bearing at alt supports shown. Shim or wedge if necessary. 7. Design assumes adeguate drainage is provkJed. 8. Plates shatt be tocated on both faces of truss, and placed so their center lines coinckle with joint center lines. 9. Digits indicate size of plate in Inches. 10. For basic connector ptate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TC: 2x4 DF #18iBTR BC; 2x4 DF #1SBTR WEBS; 2X4 DF STUD TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL FUT TOP CHORD AREAS NOT SHEATHED 30-03-08 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non-Rep) CBC201D/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 TC UNIF LL( TC UNIF LL TC UNIF LL( BC UNIF LL( 40.0)+DL( 100.0 +DL 40.0j+DL( 0.0)+DL( LOADINQ 14.0)= 54.0 PLF 35.0 = 135.0 PLF 14.0)= 54.0 PLF 25.0)= 25.0 PLF 22'- 0'- 0.0" TO 0.0" TO 3.5" TO 0.0" TO TC CONC LL( TC CONC LL( 373.3)+DL( 373.3j+DL( 130.7) 130.7 504,0 LBS 9 504,0 LBS 9 22' 22'-30'-30'- 0,0" 3.5" 0.0" 3.5" 3.5" 3.5" 1- 2= 2- 3= 3- 4= 4- 5= 5- 6= 6- 7= 7- 8= 8- 9= 9- 10= -22) 42 2-11=( -856) 4274 -4590) 930 11-12=1-1502 6234 -4496 -4384 -6332) 1442 3- 11 = 4- 11 = 4 12-13= -1502 6234 11- 5= -2038 862 13- 9= -856 4274 5-12= 0 -32) 84 •158 1078 4384) 4496) 4590 ( -22) 882 914 930 42 12- 6=( 0 6-13=(-2038 13- 7=( -158) 1078 13- 8= -32) •• 680 242 242 680 OVERHANGS: 31.1" 31.1" Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 rowis throughout 2x4 bottom chords, 9" 00 in 1 row(s) throughout 2x4 webs. BEARING LOCATIONS 0'- 0.0" 30'- 3.6" MAX VERT REACTIONS -357/ 1B97V -357/ 1B97V BRG 9 0' BRG 9 30' MAX HORZ REACTIONS -84/ 84H -84/ 84H 0.0" 3.5" BRG SIZE 3.50' 3.50' 3.04 DF/ 3.04 DF/ REQUIRED BRG AREA SQ.IN. (SPECIES) 3.04 DF ( 625 3.04 DF ( 625) 4.68 HF/ 4.46 SPF 4.68 HF/ 4.46 SPF VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.245* 9 15'- 1.7' Allowed = 1.485" MAX DL CREEP DEFL = -0.240' 9 15'- 1.7" Allowed = 1.981" MAX TL CREEP OEFL = -0.484' 9 15'- 1,7' Allowed' 1,981" MAX HORIZ, LL DEFL = 0.061" 9 30' MAX HORIZ. TL DEFL = 0.100" 9 30' 0.0" 0.0" 4-03-08 Wind: 85 mph, h=15ft, TCDL=4.2,BCDL=3.0, ASCE 7-05, Enclosed, Cat,2, Exp.C, MWFRS, interior zone, load duration factor=1,6. Truss designed for wind loads in the plane of the truss only. IMax CSI; TC:Q,41 BC;0,49 Web;0,61l it 7-05 7-08-12 M-5x6(S) ^ 7-08-12 7-05 2-06 30-03-08 2-06 JOB NAME: LOOSEN Scale: 0.2404 Truss; C DES. BY: BS DATE: 11/5/2013 SEQ.: 5717816 TRANS ID: 383688 WARNINGS: 1. BuiMer and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to Insure stability during construction Is ths responsibility of ^ erectisr. Additionat permanent bradng of the overall structure is the responsibitity of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time shoukl any kiads greater tiian design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibillly for the fabrk:ation, handling, shipment and installatbn of components. 6. This design is furnished subject to tiie limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.5{1L)-E GENERAL NOT^S, unless othenvise noted: 1. This design is based only upon the paranrteters shown and is for an IndlvkJuat building component. Applicability of design parameters and proper Inoorpor^on of component Is tfw responsibility of the building designer. 2. Design assumes tiie top and bottom chonjs to be laterally braced at 2' o.c. and at 10' o.c. respectively untess braced throughout ttieir length by continuous sheathing such as plywood sheathing(TC) and/or drywatt(BC). 3. 2x Impect bricking or lateral bracing required whera shewn ••• + 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a norvcomsslve environment, and ara for "dry conditton" of use. 6. Design assumes full bearing at aH supports shown. Shim or wedge If necessary. 7. Design assumes adequate drainage is provkled. 8. Plates Shalt be located on both faces of truss, and placed so their center tines coinckle with joint center lines, 9. Digits indicate size of ptate in inches. 10. For basic connector plate design values see eSR-1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TC: 2x4 OF #18iBTR BC: 2x4 DF #UBTR WEBS: 2X4 DF STUD TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 25.1" 0.0" Connector plate prefix designators; C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 30'- 3,5' LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 7.0) ON TOP CHORD = 27.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 32.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM OHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0" 30'- 3.5" CBC201 1- 2= 2- 3= 3- 4= 4- 5= 4- 6= 6- 7= 7- 9= 8- 9=( 9- 10=( 10-11= 18) -2426) -2224 0} -2147 -2923) -2147) 0) -2224 -2426) 34 2-12=(-685) 2327 3-12=( 467 12-13= -574 2888 4-12=( 420 13-14= -577 2888 12- 6^ 0/IBC2009 MAX MEM6ER FORCES 4WR/6DF/Cq=1.00 . . .... _ •44) 490 827 195 13=(-123) 232 13- 7= -123) 232 7-14=i-815j 188 14- 9=( -50) 490 14-10=(-177) 105 0 397 552 406 0 429 494 14-11= -666 2308 6 MAX VERT REACTIONS -208/ 1069V -179/ 969V BRG 9 BRG 9 MAX HORZ REACTIONS -1981/ 1981H -1981/ 1981H 0'-30'-0.0" 3.5" BRG SIZE 3.50' 3.50' 1.71 DF/ 1.65 DF/ REQUIRED BRG AREA SQ.IN, (SPECIES) 1.71 DF ( 625 1.55 DF ( 625) 2.64 HF/ 2.52 SPF 2.39 HF/ 2.28 SPF VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/1B0 MAX LL DEFL = -0.242' 9 15'- 1.7' Allowed = 1.486" MAX DL CREEP DEFL = -0,219' 9 15'- 1.7' Allowed = 1,981" MAX TL CREEP OEFL = -0,458' 9 15'- 1,7' Allowed = 1.981" MAX HORIZ, LL DEFL ^ MAX HORIZ, TL DEFL 0,061" 9 0.097" 9 30'- 30'- 0.0" 0,0' 10-00 10-03-08 10-00 it ICOND. 2: 2000.00 LBS DRAG LOAD, I Wind; 65 mph, h=15ft, TC0L=4.2,BCDL=3,0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1,6. Truss designed for wind loads in the plane of the truss only. IMax CSI: TC:Q.29 BC:0.4fi Web:0.50l 'llll-2.5x6 12 M-3X8 13 ^ 0.25" 14 M-3x8 M-2.5x|' 7-05 7-08-12 M-5x6(S) ^ 7-08-12 Jl 7-05 2-00 30-03-08 JOB NAME: LOOSEN - 01 Scale; 0.2237 Truss: 01 DES. BY: BS DATE: 11/5/2013 SEQ.: 5717817 TRANS ID: 383688 WARNINGS: 1. BulMer and erection conb-actor should be advised of alt General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +. 3. Additional temporary bracing to insure stability during construction Is the responsibitity of the erector. Additional permanent bracing of the overall stiiicture is the responsibility of the building designer. 4. No toad should be applied to any component until after alt bracing and t^sffenefs are complete and at no time shouid any loads greator than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is fumished subjectto ttie Nmitations set forth by TPI/WTCA in BCSI, copies of which wilt be furnished upon request. MiTek USA, Inc/CompuTrus Software 7.6.5(1L)-E GENERAL NOTES, unless othenwise noted: 1. This design Is based only upon the parameters shown and is for an indivkluai building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unlese braced throughout their length by continuous sheathing su(^ as plywood sheathtng(TC) and/or drywalt(BC). 3. 2x Impact brklging or latere bracing required whera shown + * 4. Installation of truss is the responsibflity of the respective contractor. 5. Design assumes trusses are to be used in a norvcorroslve environment, and are for "dry condition" of use. 6. Design assumes full bearing at aH supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provkled, 8. Plates shall be located on both faces or truss, and placed so their center lines coinckle with joint center lines. 9. Digits indicate size of plate In Inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TO: 2x4 DF #1&BTR BC: 2x4 DF #1&BTfl WEBS: 2x4 DF STUD TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. NOTE: 2x4 BRACING AT 24"0C UON, FOR ALL FUT TOP CHORD AREAS NOT SHEATHED 30-00-00 STUB HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1,25 (Non-Rep) TC UNIF LL( TC UNIF LL TC UNIF LL( BC UNIF LL( 40.0)+DL( 100.0 +DL( 40.0)+0L( 0.0)+DL( LOADING 14.0)= 54.0 PLF 35.0)= 135.0 PLF 14.D)= 54.0 PLF 25.0)= 25.0 PLF 0'-7'- 22'-0'- 0.0" TO 8.5" TO 0.0" TO 0.0" TO TC CONC LL( TC CONC LL 373.3)+DL( 373,3)+DL( 130,7) 130,7 504,0 LBS 9 504,0 LBS 9 7'-22'- 7'-22'- 30'-30'- 8.5" 0.0" 8.5" 0.0" 0.0" 0.0" CBC2010/IBC2009 MAX MEMBER FORCES 4WR/QDF/Cq=1,00 1- 2=(-4292) 918 1-10=( -842) 3952 2-10= -18) 170 2- 3= -4332) 906 10-11=(-1494) 6110 3-10=( -160) 1026 3- 4= -4220) 874 11-12=(-1496) 6146 10- 4= -2080) 682 4- 5= -8226) 1434 12- 8=( -854) 4228 4-11= 0) 260 5- 6= -4332) 880 11- 5= 0) 228 6- 7=(-4444) 912 5-12=(-2014) 678 7- 8=(-4540) 926 12- 6=( -156) 1062 8- 9=( -22) 42 12- 7=( -36) 82 OVERHANGS: 0,0' 31,1" Connector plate prefix designators; C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MITek MT series ** For hanger specs, - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 OIA GUN nails staggered at; 9' oc in 1 row(sl throughout 2x4 top chords, 9" oc in 1 rowjs) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. BEARINQ LOCATIONS 0'- 0.0" 30'- 0,0' MAX VERT REACTIONS •324/ 1770V -355/ 1887V BRG 9 BRG 9 0'- 30'- MAX HORZ REACTIONS -72/ B4H -72/ 84H 0.0" 0.0" BRG SIZE 3.50' 3.50' 2.83 DF/ 3.02 DF/ REQUIRED BRG AREA SQ.IN, (SPECIES) 2,83 OF ( 625 3,02 DF ( 625) 4.37 HF/ 4.16 SPF 4.66 HF/ 4.44 SPF VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/1B0 MAX LL DEFL = -0.234' 9 14'- 10.2' Allowed = MAX DL CREEP DEFL = -0.229' 9 14'- 10.2" Allowed = MAX TL CREEP DEFL = -0.463' 9 14'- 10.2' Allowed = 1.471" 1.961" 1.961" MAX HORIZ. MAX HORIZ. LL DEFL = TL DEFL = 0.059" 9 o.oge* 9 8.5" 8.6" Wind; 65 mph, h=15ft, TCDL=4.2,BCDL=3.0, ASCE 7-05, Enclosed, Cat,2, Exp.C, MWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. 7-08-08 14-03-08 it 10 M-3x8 7-01-08 7-08-12 M-5x6(S) ^ 7-08-12 7-05 30-00 2-06 JOB NAME: LOOSEN - 08 Scale: 0,2599 Truss: C8 DES. BY: BS DATE: 11/5/2013 SEQ.: 5717824 TRANS ID: 383688 WARNINGS: 1. Bulkier and erection conb'actor should be advised of att General Notes and Warnings before construction commences. 2. 2x4 ojmpresslon web bracing must be Installed where shown *. 3. Addttionat temporary bracing to insure stability during construction is the responsibility of the erector. Additionat permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after att brecing and fasteners are com^Hete and at no time shoukl any toads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for ttie ^brication, handling, shipment and I'nslaffafi'on of componente. 6. This design is fumished subject to ttie limitations set forth by TPI/WTCA in BCSI, copies of which witt be furnished upon request. MiTek USA. IncJCompuTrus Software 7.6.5(1L)-E GENERAL NOTES, untess othenAhse noted: 1. This design is based only upon the parameters shown and ts for an indivkiuat building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes ttie top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their len^h by continuous sheathing such as plywood sheathlng(TC) and/or drywalt(BC). 3. 2x Impact bridging or lateral bracing required whera shown + + 4. tnstaHatfon of truss is ttie responsibility of the respective conti'actor. 5. Design assumes trusses are to be used In a non-corrosive environmeni, and are for "dry condition" of use. 6. Design assumes full bearing at alt supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provkled. 8. Ptates shall be located on both faces of truss, and placed so their center tines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. 10. For basic connector p^te design values see ESR-1311. ESR-19B8 ((^iTek) This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC; 2x4 OF #1&BTfl LOAD DURATION INCREASE = 1.25 1- 2=( -18) 34 2-12=(-544) 2222 3-12=(-178) 28 BC: 2x4 DF #1&BTR SPACED 24.0" O.C, 2- 3=1 -2400 593 12-13= -777) 2840 4-12=( -75) 482 WEBS: 2x4 DF STUD 3- 4=1 -2196 552 13-14= -775) 2821 12- 6=(-805) 274 LOADING 4- 5=1 0 14-11=1-536) 2070 6-13=1 0 154 TC LATERAL SUPPORT <= 12"0C. UON. LL( 20.0)+DL( 7.0) ON TOP CHORD = 27.0 PSF 4- 6=1 •2119 527 13- 7=( 0 173 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 5.0 PSF 6- 7=1 -2870) 752 7-14=(-838) 278 TOTAL LOAD = 32.0 PSF 7- 9=1 6- 9=1 -2059) 0 523 0 14- 9=( -76) 462 14-10=( -78) 75 NOTE: 2x4 BRACING AT 24"0C UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-10=1 -2135 548 ALL FUT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF CBC 2010 NOT BEINQ MET, 10-11=1 -2261) 586 OVERHANGS: 25.1' 0.0" Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, BEARING LOCATIONS 0'- 0.0' 30'- 0.0' Inc MAX VERT REACTIONS -253/ 1060V -225/ 960V BRG I BRG I MAX HORZ REACTIONS -160/ 43H -160/ 43H 0.0" 0.0" 0' 30' BRG SIZE 3.50' 3.50' 1.70 DF/ 1.54 DF/ REQUIRED BRG AREA SQ.IN. (SPECIES) 1.70 DF ( 625 1.54 DF ( 625) 2.62 HF/ 2.49 SPF 2.37 HF/ 2.26 SPF VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL OEFL = -0.230' 9 15'- 1.7' Allowed = 1.471" MAX OL CREEP DEFL = -0,205' 9 15'- 1.7' Allowed = 1,961" MAX TL CREEP DEFL = -0.436' 9 15'- 1.7' Allowed = 1.961" MAX HORIZ, LL DEFL MAX HORIZ, TL OEFL 0,069" 9 0,094" 9 8,5" 8,5" 12-00 6-03-08 11-08-08 Wind: 85 mph, h=15ft, TCDL=4,2,BCDL=3,0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration faotor=1,6. Truss designed for wind loads in the plane of the truss only. f IMax CSI: TC;0.2a BC;n.46 Web;Q.50i 4-00-08 3-06-04 4-01-06 0-11-05 f—^ 5-00-11 0-11-06 4-01-04 --f—f 3-06-04 12 3-09 st 7-05 7-08-12 7-08-12 7-01-08 2-00 30-00 JOB NAME: LOOSEN - 02 Scale: 0.2259 Truss: 02 DES. BY: BS DATE: 11/5/2013 SEQ.: 5717818 TRANS ID: 383688 WARNINGS: 1. Bulkier and erection conb^ctor shouid be advised of all General Notes and Warnings before constructton commences. 2. 2x4 compressk)n web bracing must be Installed where shown +. 3. Additional temporary bracing to Irtsure stability during construction is the responsibility of the erector. Addltton^ permanent bracing of the overall structijre Is the responalbttlty of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are comptete and at r\o time shoukl any kiads greater ttian design loads ba applied fo any component. 5. CompuTrus has no control over and assumes no responsi'bi'% for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to ttie limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc/CompuTrus Software 7.6.5(1L)-E GENERAL NOTES, untess otherwise noted; 1. This design is based onty upon the parameters shown and Is for an Indivkluai buikiing component Applicability of design parameters and proper Incorporation of component Is tfie responsfbHKy of the buiidirig designer. 2. Design assumes the top and bottom chonls to be tatersRy braced at 2' o.c. and at 10' o.c. respectively unless braced throughout ttieir length by continuous sheathing such as plywood sheathing(TC) and/or drywalt{BC). 3. 2x Impact brklging or tateral bracing required whera shewn * * 4. InstaHatkin of truss is the rssponsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-con^slve environment, and are for "dry conditton" of use. 6. Design assumes full bearing at aH supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provkled. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center tines. 9. Digits indicate size of plate in inches. 10. For basic connector pfate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0,0' CBC2010/IBC2009 MAX TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.25 1- 2=( •18) 34 2- BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3= -2400) 724 12-WEBS: 2x4 DF STUD 3- 4= -2196) 690 13- LOADING 4- 5= -2119) 664 14-TC LATERAL SUPPORT <= 12"0C. UON. LL( 20.0)iDL( 7.0) ON TOP CHORD = 27.0 PSF 4- 6= °! 0 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 5.0 PSF 5- 8=1 -2870) 989 TOTAL LOAD = 32.0 PSF 7- 9=( 8- 9= -2059) 0 656 NOTE; 2x4 BRACING AT 24'OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-10= -2135) 683 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF CBC 2010 NOT BEINQ MET, 10-11=1 -2261) 710 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP OVERHANGS; 25.1' 0,0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, BEARING MAX VERT MAX -1015) 2840 -1012 2821 -651) 2070 Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,C18.CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek HT series 3- 12=1-178 4- 12=(-119 12- 5=(-805 5- 13=( 0 13- 8=( 0 8-14=(-838 14- 9=(-119 14-10=( -78 1.00 19 482 386 154 173 392 462 75 LOCATIONS 0' 30' 0.0" 0.0' REACTIONS -299/ 1060V -272/ 960V BRG 9 BRG 9 REACTIONS -106/ 44H -108/ 44H 0'- 30'- 0.0" 0.0" BRG SIZE 3.50' 3.50' 1.70 DF/ 1.54 OF/ REQUIREO BRG AREA SQ.IN. (SPECIES) 1.70 DF ( 625) 1.54 DF I 625) 2.62 HF/ 2.49 SPF 2.37 HF/ 2.26 SPF VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.230' 9 15'- 1.7' Allowed = 1.471" MAX DL CREEP DEFL = -0.205' 9 15'- 1.7" Allowed = 1.961" MAX TL CREEP DEFL = -0.436' 9 15'- 1.7' Allowed = 1.961" MAX HORIZ, LL DEFL = 0,069" 9 29'- MAX HORIZ, TL OEFL = 0,094" 9 29'- 8,5" 8,5" 14-00 4-00-08 3-06-04 5-00-11 1-04-0 ^ ^ ^ f 2-03-08 f- 13-08-08 1,-04-09 5-00-11 t 1 -06-04 Wind: 65 mph, h=15ft, TCDL=4,2,BCDL=3,0, ASCE 7-Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1,6. Truss designed for wind loads in the plane of the truss only. 05, 3-09 st IMax CSI: TC:n.2a ac:0.46 Web:0.50l 7-05 7-08-12 7-08-12 7-01-08 > ^ 2-00 30-00 JOB NAME: LOOSEN - 03 Scale; 0.225B Truss: 03 DES. BY: BS DATE: 11/5/2013 SEQ.: 5717819 TRANS ID: 383688 WARNINGS: 1. Bulkier and erection conb'actor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Addittonal temporary bracing to Insure stability during consti'uction is the responsibility of ttie erector. Addttional permanent bracing of the overall structure Is the responsibility of the building designer. 4. No load should be applied to any component until after aH bracing and fasteners are Kimplete snd at no time should any loads greater than design toads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for ttie fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc/CompuTrus Software 7.6.5(1 L)-E GENERAL NOTES, unless otherwise noted; 1. This design Is based onty upon tha parameters shown and Is for an indivkiuat buliding componenL Applicability of design parameters and proper incorporation of component is the responsibHtty of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c, and at 10' o.c. respectively unless braced throughout ttieir length by continuous sheathing such as plywood sheathtng(TC) and/or dryw8lt(BC). 3. 2x Impact bridging or lateral bracing required whera shown + ••• 4. InstaHatlon of truss Is the responsibility of the respective conti-actor. 5. Design assumes trusses are to be used In a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at aH supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provkled. 8. Plates shatt be tocated on both faces of truss, and placed so their center lines coinckle with joint center lines. 9. Digits incHcato size of plate in inches. 10. For basic connector ptate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 DF #1&BTR WEBS; 2X4 DF STUD TC LATERAL SUPPORT <= 12"0C. UON. SC LATERAL SUPPORT <= 12"0C. UON. NOTE; 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 0.0" 31,1" TRUSS SPAN 30'- 0,0" LOAD DURATION INCREASE = 1,25 SPACED 24,0" 0,C, LOADING LL( 20.0)+DL( 7.0) ON TOP CHORD = 27.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 32.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CBC201 1- 2= 2- 3= 3- 4= 3^ 5= 5^ 6= 6- 8=( 7- 8=( 8- 9=( 9- 10= 10-11= 0/IBC2009 MAX MEMBER FORCES 4WR/6DF/Cq^ -2261) 584 1-12=(-534) 2070 2-12=( -79 -2135 546 12-13= -772) 2821 3-12 0 0 13-14= -772 2840 12- 5^ -2059) 521 14-10=(-528) 2222 5-13 2870) 746 -2119) 521 0) 0 -2196) 546 -2400 578 •23) 43 76 B38 0 13- 6=( 0 6-14=1-810 14- 8=( -72 14- 9=(-178 1.00 75 462 276 173 154 276 ) 462 ) 17 Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,C18,CN18 (or no prefixT = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ** For hanger specs, - See approved plans BEARING LOCATIONS 0'- 0.0" 30'- 0.0' MAX VERT MAX HORZ REACTIONS REACTIONS -224/ 960V -152/ 45H -261/ 1089V -152/ 45H BRG 9 0'• BRG 9 30' - 0.0" 0.0" BRG SIZE 3.50' 3.50' 1.54 DF/ 1.74 DF/ REQUIRED BRG AREA SQ.IN. (SPECIES) 1.54 DF ( 625 1.74 DF ( 625) 2.37 HF/ 2.26 SPF 2.69 HF/ 2.56 SPF VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.230" 9 14'- 10.2' Allowed = 1.471" MAX DL CREEP OEFL = -0.205' 9 14'- 10.2' Allowed = 1.961" MAX TL CREEP DEFL = -0,436' 9 14'- 10,2" Allowed = 1.961" MAX HORIZ, LL DEFL MAX HORIZ, TL DEFL 0,059° 9 29' 0.094" 9 29' 6.5" 8.5" 11-08-08 6-03-08 12-00 Wind: 85 mph, h=15ft, TCDL=4,2,BCDL=3,0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3-06-04 4-01-08 0-11-03 5-00-11 0-11-03 4-01-08 3-06-04 4-00-08 it IMax CSI; TC;(1.3a BC:D.4fi Web:0.50l 7-01-08 7-08-12 7-08-12 7-05 30-00 2-06 JOB NAME: LOOSEN - 06 Scale; 0.2347 Truss: 06 DES. BY: BS DATE: 11/5/2013 SEQ.: 5717822 TRANS ID: 383688 illlili WARNINGS: 1. Bulkier and erection conti-actor should be advised of alt General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Instelted whera shown 3. Additional temporary bracing to Insure stebility during consbxictlon Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibitity of the building designer. 4. No toad shouto be app^ec^ io any component un(^ afler aiV draofng and fasteners are comptete and at no time shoukl any toads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and insteltation of components. 6. This design is furnished subject to the timttetions set forth by TPI/WTCA in BCSI, copies of which wlH be furnished upon request. MiTek USA, Inc/CompuTrus Software 7.6.5(1L)-E GENERAL NOTES, untoss othen^se noted; 1. This design Is based onty upon the parameters shown and Is for an Indivtoual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the buitoing designer. 2. Design assumes ^e top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively untoss braced throughout ttieir length by continuous sheathing such as plywood sheathing(TC) and/or drywatt(BC). 3. 2x Impact brklging or lateral bracing required whera shown -t- + 4. Instalation of tmesis ^responsMity of the respective contractor. 5. Design assumes trusses are to be used in a non-con^slve environment, and are fbr "dry condition" of use. 6. Design assumes full bearing at aH supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provkled. 8. Ptates shall be located on both faces of truss, and placed so their center lines coinckle with joint center lines. 9. Digits indicate size of ptate in inches. 10. For basto connector ptate design values see ESR-1311, ESR-1988 (MITek) Willi This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TO: 2x4 DF #1&BTR BC: 2x4 DF #1&BTR WEBS: 2x4 DF STUD TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LLI TRUSS SPAN 30'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING 20.0)+DL( 7.0) ON TOP CHORD = 27.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 32.0 PSF CBC20 1- 2 OVERHANGS: 0,0" 31,1" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7- 8= 8- 9= 9- 10= 10-11= 10/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 - - - -— - - --• 75 462 190 173 154 192 j 462 26 -2261) 459 1-12=(-419) 2070 -2135 412 12-13= -562) 2821 0 0 13-14= " " -2059 389 14-10= -2870 537 -2119) 386 0) 0 -2196) 408 -2400 447 -23) 43 -561) 2840 -405) 2222 2- 12= 3- 12= 12- 5= 5- 13= 13- 6= 6- 14= 14- 8= 14- 9= -44 -838 0) -Bio) ( -39) (-178) Connector plata prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series •* For hanger specs, - See approved plans BEARING LOCATIONS 0'- 0.0" 30'- 0.0" MAX VERT REACTIONS -177/ 960V -215/ 1089V MAX HORZ REACTIONS -112/ 44H -112/ 44H BAG 9 0' • BRG 9 30'-0.0" 0.0" BRG SIZE 3.50' 3.50' 1.54 DF/ 1.74 OF/ REQUIRED BRG AREA SQ.IN. (SPECIES) 1.54 DF ( 625) 1.74 DF ( 625) 2.37 HF/ 2.26 SPF 2.69 HF/ 2.56 SPF VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.230' 9 14'- 10.2' Allowed = 1.471" MAX DL CREEP OEFL = -0.205' 9 14'- 10,2' Allowed = 1,961" MAX TL CREEP DEFL = -0,436' 9 14'- 10,2" Allowed = 1,961" MAX HORIZ, LL DEFL = 0,059" 9 29' MAX HORIZ, TL DEFL = 0.094" 9 29' 8,5" 8,5" 9-08-08 10-03-08 10-00 3-09 3-06-04 2-05-04 2-07-07 1 f 5-00-11 2-07-07 2-05-04 3-06-04 ^ ^ f- Wind: 85 mph, h=15ft, TCDL=4,2,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1,6. Truss designed for wind loads in the plane of the truss only. IMax CSI: TC:0.33 BC:0.4fi Web:0.50l 4-00-08 M-4x6 3t M-1X3 12 M-3X8 7-01-08 7-08-12 0.25" M-5x6(S) 7-08-12 7-05 30-00 2-06 JOB NAI^E: LOOSEN - 07 Scale; 0.2473 Truss: C7 DES. BY: BS DATE: 11/5/2013 SEQ.: 5717823 TRANS ID: 383688 llllllilllllillillll WARNINGS: 1. Bulkier and erection contactor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be instalted where shown 3. Additional temporary bracing to insure stebility during construction is the rasponsibillty of the erector. Addittonal permanent bracing of the overall sti-ucture Is the responsibility of the building designer. 4. No toad shouto be applied to any component until after aH bracing and fasteners are complete and at no tima shouto any toads greater ttian design loads be applied fo any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and insteltation of components. 6. This design is furnished subject to the Itmitetions set forth isy TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc/CompuTrus Software 7.6.5(1 L)-E GENERAL NOTES, unless othenvise noted; 1. This design ts based only upon the parameters shown and ts for an indivtoual buikiing component. Applicability of design parameters and proper incorporation of component Is the responsibility of the buitoing designer. 2. Design assumes top and bottom chonls to be lateraHy braced at 2' o.c. and at 10' o.c. reapst^lvety unleas bracad throi^fitout ihetr i9r^cfih by continuous sheathing such as plywood sheathtng(TC} and/or drywaN(BC). 3. 2x Impact bridging or lateral brecing required where shown + * 4. Instellatton of truss is the responsibility of the respective conti-actor. 5. Design assumes trusses are to be used In a non-corrosive envlrorment, and are for "dry conditton" of usa. 6. Design assumes full bearing at alt supporte shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provtoed. 8. Ptates shall be tocated on both faces of truss, and istaced so their center tines coinctoe with joint center lines. 9. Digits Indicate size of plate in Inches. 10. For basic connector plate design values see ESR-1311, ESR-1986 (MiTek) II This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 OF #1&BTR WEBS: 2x4 OF STUD TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 0,0" 25,1" Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, M,M20HS,M18HS,11116 = MiTek MT series TRUSS SPAN 30'- 0.0" LOAD DURATION INCREASE =1.25 SPACED 24.0" O.C, LOADING LL( 20,0)+DL( 7,0) ON TOP CHORD = 27.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 32.0 PSF BC CONC LL( 75.0)+DL( 0.0)= 75.0 LBS 9 14'- 10.3" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, BEARING LOCATIONS 0'- 0,0" 30'- 0,0" Inc CBC2010/IBC2009 2=(-2357) 369 3=1-1906 323 10-11 4=1 0 0 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 1-10=(-352) 2164 10- 2=( -51) 187 354) 2163 2-11= -604) 102 11-12=(-292) 1766 3-11= -1 326 1766) 292 12-13= -351) 2237 12- 6= -3 330 8=( 0 0 13- B=(-349 2239 12- 7= -672 80 7=(-1906) 323 7-13=( -37) 204 8=(-2425) 387 9= -18) 34 MAX VERT MAX HORZ REACTIONS REACTIONS -157/ 99BV -127/ 90H -166/ 1097V -127/ 90H BRG { BRG I 0' 30' 0,0" 0.0" SRQ SIZE 3,50" 3,50" 1.60 OF/ 1.75 DF/ REQUIRED BRG AREA SQ.IN, (SPECIES) 1.60 DF ( 625 1,75 DF ( 625) 2.46 HF/ 2.35 SPF 2.71 HF/ 2.58 SPF VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.493' 9 17'- 10.3' Allowed = 1.471" MAX DL CREEP DEFL = -0.179' 9 12'- 7.0' Allowed = 1.961" MAX TL CREEP DEFL = -0.635' 9 17'- 10.3" Allowed = 1,961" MAX HORIZ. MAX HORIZ, LL DEFL : TL DEFL ' 0.061" 9 29' 0,079" 9 29' 8.5" 8,5" 13-08-08 7-00-08 2-03-08 f 1 1-06-12 2-03-08 1-06-12 14-00 7-02-04 3t Wind; 65 mph, h=15ft, TCDL=4.2,BCDL=3.0, ASCE 7-05, Enclosed, Cat,2, Exp.C, MWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. IMax CSI; TC;0.62 BC:0.81 Web:0.38l Jl 6-10-12 5-01-04 5-08-08 5-01-04 7-02-04 30-00 2-00 JOB NAME: LOOSEN - 05 Scale; 0.2385 Truss: 05 DES. BY: BS DATE: 11/5/2013 SEQ.: 5717821 TRANS ID: 383688 WARNINGS: 1. Bultoer and erection contractor should be advised of aH General Notes and Warnings before construction commences. 2. 2x4 cornpresston web bracing must be instatled where shown *. 3. Additional temporary bracing to Insure stebility during constiiictton is the responsibility ofthe erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 4. No load shouto be appttod fo any component until after att bracing and fasteners are comii^ete and at no time shouto any toads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabricatton, handling, shipment and instellatton of components. 6. This design is furnished subject to tiie timltetions set forth by TPt/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.5(1 L)-E GENERAL NOTES, untess othenvise noted: 1. This design is based only upon the parameters shown and is for an indivtoual building component. Applicability of design parameters and proper Incorporation of component is the responsibilify of the building designer. 2. Design assumes ttie top and bottom chonjs to be lateraHy braced at 2' o.c. and at 10' o.c. respectivety unless braced throughout their ten^h by continuous sheathing such as plywood sheathing(TC) and/or drywall(6C]. 3. 2x Impact bridging or teteral bracing required whera shown -•• * 4. Instaltation of truss is the responsibility of the respective conti-actor. 5. Design assumes bijsses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes M bearing at ad supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provtoed. 8. Ptotes shall be located on both faces of truss, and placed so their center tines coinctoe with joint center lines. 9. Diglte indicate size of plate in Inches. 10. For basto connector plate design values see ESR-1311, ESR-1966 (lUliTek) This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TC; 2x4 DF #1&BTR BC: 2x4 DF #1&BTR WEBS: 2x4 DF STUD TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. NOTE: 2x4 BRACING AT 24"0C UON. FOR „, ALL FUT TOP CHORD AREAS NOT SHEATHED * OVERHANGS: 0.0" 31.1" ** For hanger specs. - See approved plans Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,C18,CN18 or no prefix) = CompuTrus, Inc M,M20HS,lil18HS,M16 = MiTek MT series TRUSS SPAN 30'- 0,0" LOAD DURATION INCREASE =1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 7.0) ON TOP CHORD = 27.0 PSF DL ON BOTTOM CHORD = 5,0 PSF TOTAL LOAD = 32.0 PSF BC CONC LL( 75.0)+DL( 0.0)= 75.0 LBS 9 14'- 10.3" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKEO FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, CBC2010/IBC2009 1- 2=1-2357) 472 2- 3= -1905 412 MAX MEMBER FORCES 1- 9=(-430) 2164 9-10= -432 2163 4WR/GDF/Cq=1,00 0] -571 3- 5=(-1455) 189 11-12=(-424) 2235 11- 5=( 0] 4- 5= -353 212 12- 7=(-422) 2237 11- 6= -637 3- 4= -354 212 10-11= -378 1771 2= 2- 10= 3- 10= 5- 6=1-1911) 412 6- 7=(-2424) 466 7- B=( -23) 43 6-12= 190 90 315 338 57 201 BEARING LOCATIONS 0'. 0,0" 30'- 0,0" MAX VERT REACTIONS •187/ 998V •224/ 1126V BRG BRG MAX HORZ REACTIONS -107/ 119H -107/ 119H 0'- 30'- 0.0" 0.0" BRG SIZE 3.50' 3.50' 1.60 DF/ 1.80 DF/ REQUIRED BRG AREA SQ.IN. (SPECIES) 1,60 DF ( 625 1.80 DF i 625) 2,46 HF/ 2.35 SPF 2.78 HF/ 2.65 SPF VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX LL DEFL = -0.242' 9 17'- 10.3' Allowed = 1.471" MAX DL CREEP DEFL = -0.129' 9 17'- 10.3" Allowed = 1.961" MAX TL CREEP DEFL = -0.371' 9 17'- 10.3" Allowed = 1.961" MAX HORIZ. LL DEFL = 0.051" 9 29' MAX HORIZ. TL DEFL = 0.079" 9 29' Wind; 8.5" 8.5" 14-10-04 15-01-12 7-00-08 5-01-04 2-08-08 2-08-08 -t 1 f- 5-03 7-02-04 85 mph, h=15ft, TCDL=4.2,BCDL=3.0, ASCE 7-05, Enclosed, Cat,2, Exp,C, MWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. IMax CSI; TC:0.61 BC;D.46 WebToTeTl 12 12 4.00 M-4X6 M-4X6 M-2.5x4 M-2.5x4 it J\ 6-10-12 5-01-04 5-08-08 5-01-04 7-02-04 30-00 2-06 JOB NAME: LOOSEN - 04 Scale; 0.2221 Truss: 04 DES. BY: BS DATE: 11/5/2013 SEQ.: 5717820 TRANS ID: 383688 II WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown 3. Additional temporary bracing to insure stebility during construction is the responsibitity of the erector. Additionat permanent bracing of the overall structure Is tiie responsibility of the building designer. 4. No toad shouto be applied to any component until after aH bracing and fasteners are complete and at no time shouto any toads greater than design toads be applied to any componenl. 5. CompuTrus has no control over and assumes no responsibility for the labncatm, handlif^, shipment and instellation of components. 6. This design Is furnished subject to the Gmltetions set forth by TPI/WTCA in BCSI, copies of which wiH bs furnished upon request. MiTek USA, Inc/CompuTrus Software 7.6.5(1L)-E GENERAL NOTES, untoss othenvise noted: 1. This design Is based onty upon the parameters shown and Is for an Indivtoual buitoing component. Applicability of design parameters and proper incorporation of component is ths rasponsibHIty of the building designer. 2. Design assumes tfie top and bottom chords to be toteraHy braced at 2' o.c. and at 10' o.c. respectively untoss braced throughout their length by continuous sheathing such as plywood 5heathlng(TC} and/or drywaH(BC). 3. 2x Impact bridging or lateriri bracing required whera shown + ^ 4. InsteHatton of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-comisive environment, and are for "dry conditton" of use. 6. Design assumes full bearing at aH supporte shown. Shim or wedge if necessary. 7. Desfgn assumes adequate drainage is provtoed. 8. Ptotes shatt be tocated on both faces of truss, and ptoced so their center tines coincide with joint center lines. 9. Digits incficate size of piste in inches. 10. For basto connector plate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER RT LMBEfi SPECIFianONS TC: 2x4 DF #1&BTR BC: 2x8 DF SS WEBS; 2x4 DF STUD TC UTERAL SUPPORT <= 12"0C. UON. BC UTERAL SUPPORT <= 12"0C. UON. 23-00-00 GIRDER SUPPORTING 30-00-00 FROM 0-00-00 TO 23-00-00 GIRDER SUPPORTING 8-00-00 FROM 16-00-00 TO LOAD DURATION INCREASE = 1.25 (Non-Rep) 14-00-00 23-00-00 NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FUT TOP CHORD AREAS NOT SHEATHED TC UNIF LL( BC UNIF LL BC UNIF LL BC UNIF LL 40.0)+DL( 273.3 +DL 0.0 +DL 60.0 +DL LOADING 14.0)= 54.0 PLF 178.0 = 451.3 PLF 10.0 = 10.0 PLF 36.0 = 96.0 PLF 0.0" TO 0.0' TO 0.0" TO 0.0" TO 0.0" V 0.0' V 0.0" V 0.0' V 1- 2= 2- 3= 3- 4= 4- 5= 5- 6= 6- 7= 7- 8= CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 •16671) 2226 1- 9=(-2103) 15798 9- 2=( -24) 789 -15315 2115 9-10= -2103 15747 -2265 16374 15093 2076 10-11 -17448 2385 11-12= -2202 164D1 -17697 2427 12- 7= -2193 16368 -17268 2322 -18 33 2- 10= -1362 3- 10= -621 10- 4= -2163 4- 11 = 11- 5= 11- 6=1 -126 6-12=( -552 123 4638 237 195) 2130 717 5397 477 135 OVERHANGS; 0,0" 25.1' Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,lil18HS,M16 = MiTek MT series JT 0: Heel to plate corner = 1.75" JT 0; Heel to plate corner = 5.75" ADDL; BC CONC LL+DL= 2743.0 LBS 9 15'- 0.0" ADDL: BC CONC LLtDL= 868.0 LBS 9 15'- 0.0' ADDL: BC CONC LLtDL= 1125.0 LBS 9 14'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET, BOTTOM CHORD CHECKEO FOR 10PSF LIVE LOAD. TOP AND SOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 3 ) complete trusses required. Join together 3 ply with 3"x.131 DIA GUN nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 9' oc in 2 row s throughout 2x8 bottom chords, 9" oc in 1 row(sj throughout 2x4 webs. BEARING LOCATIONS 0'- 0,0" 23'- 0.0" MAX VERT REACTIONS -913/ 6839V -874/ 6320V BRG BRG MAX HORZ REACTIONS •74/ 83H -74/ 83H BRG SIZE 3,50" 3,50" REQUIRED BRG AREA SQ,IN. (SPECIES) 10,94 DF ( 625 10.11 DF ( 625 0'- 23'- 0,0" 0,0" 10,94 DF/ 16,89 HF/16.09 SPF 10.11 OF/ 15.60 HF/14.87 SPF HANGERS BY OTHERS TO APPLY CONC, LOAD(S) EQUALLY TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. 8-10-08 VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX LL DEFL = 0.140" 9 11'- 6.0' Allowed = 1.121" MAX DL CREEP DEFL = -0.385" 9 14'- 8.5" Allowed = 1.494" MAX TL CREEP DEFL = -0,512" 9 11'- 6,0" Allowed = 1,494" MAX HORIZ, LL DEFL = -0,025" 9 22' MAX HORIZ. TL DEFL = 0.070" 9 22' Wind: 6,5" 8.5" 8-10-08 85 mph, h=15ft. TCDL=4.2,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. it :M-4x4 M-1.5x3 4-11-06 3-04-02 0.25 M-10x12(S) -4- 1125# 2743# 6-05 3-04-02 4-11-06 23-00 2-00 JOB NAME: LOOSEN - DG Scale; 0,3212 Truss: DG DES. BY: BS DATE: 11/5/2013 SEQ.: 5717827 TRANS ID: 383688 WARNINGS: 1. Bultoer and erectton con&actor should be advised of ati General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be instelled whera shown *. 3. Additional temporary bracing to Insure stebility during construction Is the responsibitity of the erector. Additional permanent bracing of the overall sbiicture is the responsibility of the building designer. 4. No load shouto be appttod to any component untH after aH bracing and fasteners are comptete and at no time shouto any toads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for ttie tebrlcation, liandling, shipment and instellation of components, 6. This design is fumished subject to ttie Kmitetions set forth by TPI/WTCA in BCSI, copies of which wiH be furnished upon request. MiTek USA, Inc/CompuTrus Software 7.6.5(1 L)-E GENERAL NOTES, unless othenMse noted: 1. This design Is based only upon the parameters shown and Is for an Indivtoual \ building component. Applicabili^ of design parameters and proper Incorporation of component is the responsibHtty of thie building designer. 2. Design assumes the top and bottom chords to be lateraHy braced at 2' o.c. and at 10' o.c. respectively untoss braced throughout ^eir lenoth by continuous sheathing such as plywood 5heathing(TC) and/or drywall(BC). 3. 2x Impact bridging or tateral bracing required where shown + 4. insteHatlon of truss is the responsibility of the respective contractor. 5. Design assumes tiusses are to be used In a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at aH supporte shown. Shim or wedge if necessary. 7. Design assumes adequate drainage Is provided, 6. Ptates shall be tocated on both faces of truss, and ptoced so their center tines coinctoe with joint center lines. 9. Digits indicate size of plate in Inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TC; 2x4 DF #1&BTR BC: 2x4 DF #18.BTR WEBS; 2x4 DF STAND TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. LLI OVERHANGS: 31.1' 0.0" TRUSS SPAN 14'- 0.0" LOAD DURATION INCREASE =1.25 SPACED 24,0" D,C, LOADING 20.0)+DL( 7.0) ON TOP CHORD = 27.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 32.0 PSF Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, M,M20HS,M18HS,M16 = MiTek MT series Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, BEARING LOCATIONS 0'- 0.0' 14'- 0.0" ** For hanger specs. - See approved plans CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -23) 43 2-5=(-138) 1156 5-3=(-4) 461 2- 3= -1264 160 5-4=(-137) 1155 3- 4= -1266 157 MAX VERT REACTIONS -133/ 602V -57/ 448V BRG 9 BRG 9 0'- 14'- MAX HORZ REACTIONS -72/ 53H -72/ 53H 0.0" 0.0" BRG SIZE 3.50' 3.50' 0,96 DF/ 0.72 OF/ REQUIRED BRG AREA SQ.IN. (SPECIES) 0.96 DF ( 625 0.72 DF { 625) 1.49 HF/ 1.42 SPF 1.11 HF/ 1,05 SPF VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX LL DEFL = -0.072' 9 7'- 1,7" Allowed = 0,671" MAX OL CREEP DEFL = -0.066' 9 7'- 1,7' Allowed = 0,894" MAX TL CREEP DEFL = -0,138' 9 7'- 1,7" Allowed = 0.894" MAX HORIZ, MAX HORIZ. LL DEFL TL DEFL ' 0,037" 9 0,059" 9 13' 13' 8.5" 8.5" 7-01-12 6-10-04 4,00 [ 12 12 M-4X5 14,00 Wind: 85 mph, h=15ft, TCDL=4,2,BCDL=3,0, ASCE 7-05, Enclosed, Cat.2. Exp.C, MWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. IMax CSI: TC:0.62 BC:D.36 Web:0.19l st 2,5x4 12 • 2.00 2,00 • 12 2-06 7-01-12 6-10-04 2-06 14-00 JOB NAME: LOOSEN - E2 Scale; 0,3745 Truss: E2 DES. BY: BS DATE: 11/5/2013 SEQ.: 5717830 TRANS ID: 383688 iliiiniin WARNINGS: 1. Bultoer and erection contractor should bs advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be instatled where shown 3. Additional temporary bracing to insure steblUty during consti^Jctlon Is ths resporwlbillty of the erector. Additionat permanent bracing of the overall structure is the responsibitity of the building designer. 4. No load shouto be applied to eny component until after afl bracing and fasteners are complete and at no time shouto any toads greater ttian design toads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for ttie fabrication, handling, shipment and insteltation of components. S. This dssign Is fumished subject to the limitetions set fbrth by TPI/WTCA in BCSI, copies of which wHt be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.4-SP4(1L)-E GENERAL NOTES, unless othenvise noted: 1. This design Is based only upon the parameters shown and Is for an Indivtoual bidtoing component. Applicability of design parameters and proper Incorporation of component is the responsibility of the buitoing designer. 2. Design assumes ttie top and bottom chords to be lateraHy braced at 2' o.c. and at 10' o.c, respectivety untoss braced throughout their tength by continuous sheathing such as plywood sheath!ng(TC) and/or drywsIt{BC). 3. 2x Impact bridging or latere bracing required where shown + •>- 4. tnstaltotton of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a norvcorroslve environment, and are for "dry conditton" of use. 6. Design assumes full bearing at aH supporte shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provtoed. 8. Plates shall ba locatsd on both faces of truss, and placed so their center tines coincide with joint center tines. 9. Digite indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MITek) This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TO: 2x4 OF illBTR BC; 2x4 DF #1&BTR WEBS: 2X4 DF STAND TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. OVERHANGS: 31.1" 31.1" Connector plate prefix designators; C,CN,C18,CN1B (or no prefix) = CompuTrus, Ino M,M20HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 9" 00 in 1 rowjs) throughout 2x4 bottom chords, 9" 00 in 1 rowjs) throughout 2x4 webs. 14-03-08 HIP CG SETBACK 4-00-00 FROH END WALL LOAD DURATION INCREASE = 1.25 (Non-Rep) TC UNIF LL( TC UNIF LL( TC UNIF LL( BC UNIF LL( BC UNIF LL( BC UNIF LL 40.0)+DL( 60.0 +DL 40.0)+DL( 0.0)+DL( 0.0)+0L( O.0)+DL( 28.0 42.0)= 2B.0)= 10.0 = 15.0)= 10.0)= LOADING 68,0 PLF 102,0 PLF 68.0 PLF 10.0 PLF 15.0 PLF 10.0 PLF 0'-4'- 10'-0'- 4'-10'- 0.0" TO 0.0" TO 3.5" TO 0.0" TO 0.0' TO 3.5' TO BC CONC LL( 8C CONC LLj 80.0)+DL( BO.Oi+DLj 76.0)= 156.0 LBS 9 4' 76.0)= 156.0 LBS 9 10' 4'-10'- 14'-4'- 10'-14'- 0.0' 3.6" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-00 6-03-08 0.0" V 3.5" V 3.5" V 0.0" V 3.5" V 3.5" V 4-00 12 4.00 3-01-10 3-01-14 BEARING LOCATIONS 0'- 0.0' 14'- 3.5" C6C2010/IBC2009 MAX MEMBER FORCES 4(ffl/GDF/Cq=1,00 2=1 -16) 54 3= -3572 374 4= -3312 344 5= -3312 344 6= -3572 374 7= -16 54 2- 8=(-812) 4084 8- 3=( -74) 924 8- 9=(-578) 3950 8- 4=(-928j 408 9- 6=(-812) 4084 4- 9= -930 410 9- 5=j -74) 924 MAX VERT MAX HORZ REACTIONS REACTIONS -105/ 1009V -2000/ 2000H -105/ 1009V -2000/ 2000H BRG 9 BRG 9 0'-14'-0.0' 3.5' BRG SIZE 3.50' 3.50' 1,61 DF/ 1.61 OF/ REQUIRED BRG AREA SQ.IN. (SPECIES) 1.61 DF ( 625) 1.61 DF j 625) 2,49 HF/ 2,37 SPF 2,49 HF/ 2.37 SPF VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX LL OEFL = -0.104' 9 7'- 1.7' Allowed = 0.685" MAX OL CREEP DEFL = -0.149' 9 10'- 3.5' Allowed = 0.914" MAX TL CREEP DEFL = -0.249' 9 7'- 1.7' Allowed = 0.914" MAX HORIZ. MAX HORIZ. LL DEFL = TL DEFL = 0.044" 9 0.085" 9 14'-14'-0.0" 0.0" 4-00 4-00 InOND. 2: 2000.00 LBS DRAG LOAD. I Wind: 85 mph, h=15ft, TCDL=B.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1,6. Truss designed for wind loads in the plane of the truss only. IMax CSI: TC:0.24 BC:0.31 Web:0.19i 12 4 00 M-3X8 st M-5X6 M-5X12 M-2.5x4 M-5X6 4 5 -r t '—-——IIIi;^ -r^ M-5X12 M-3X8 12 > 2,00 ,156# .156# 2,00 • 12 2-06 4-00 6-03-08 4-00 2-06 2-06 14-03-08 2-06 JOB NAME: LOOSEN Scale; 0.3691 Truss: E DES. BY: BS DATE: 11/5/2013 SEQ.: 5717828 TRANS ID: 383688 WARNINGS: 1. Bultoer and erectton conttactor shouto be advised of ail Generat Notes and Warnings before oonstruction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additionat temporary bracing to insure stebility during construction is the responsibility of tha erector. Additional pernrianent bracing of the overall structure Is the responsibility of the building designer. 4. No toad should be appttod to any component until after afl bracing and fasteners are complete and at no time shouto any toads greater ttian design loads be applied to any component. 5. CompuTrus tias no control over and assumes no responsibility for ttie fabrication, handling, shipment and instattetion of components. 6. This design is fumished subject to tiie Hmitetions set fdrth by TPIAVTCA in BCSI, copies of which will be furnished upon request, MiTek USA, Inc/CompuTrus Software 7.6.4-SP4(1L)-E GENERAL NOTES, untess othenvise noted: 1. This design ts based onty upon the parameters shown and is for an individual buitoing component. Applicability of design parameters and proper Incorporation of component is the responsibitity of the buitoing designer. 2. Design assumes the top and bottom chords to be laterally braced a! 2' o.c. and at 10' o.c. raspectively untoss braced throughout their length by continuous sheathing such as plywood 5heathlng(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required whera shcMn -•• 4. InstaHatton of truss Is ^ responsibitity of the respective confractor. 5. Design assumes busses are to be used in a non-corrosive environment, and ara for "dry conditton" of use. 6. Design assumes full bearing at aH supporte shown. Shim or wedge if necessary. 7. Design assumes »tequate drainage is povtoed, 8. Plates shatt be located on both faces of tru&s, and ptoced so their center lines coinctoe with Joint center lines. 9. Digite IncHi^to size of plate In Inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TC; 2X4 DF #1&BTR BC: 2x4 DF #UBTR WEBS: 2X4 DF STAND TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. OVERHANGS; 31.1' 0.0" Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2DHS,H18HS,M16 = MiTek MT series TRUSS SPAN 14'- 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 = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0' 14'- 0.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -16) 54 2^6=(0) 1612 6-3=( 0) 316 2- 3= -1748 0 6-7= 0) 1585 3-7= -25 21 3- 4=j-1562) 0 7-5=j0) 1588 7^4=j oj 317 4- 5=(-1726) 0 MAX VERT REACTIONS -44/ 740V -1/ 546V BRG BRG 0' 14' MAX HORZ REACTIONS -64/ 45H -64/ 45H 0.0" 0.0" BRG SIZE 3.50' 3.50' 1.18 OF/ 0,87 OF/ REQUIRED BRG AREA SQ,IN, (SPECIES) 1.18 DF ( 625) 0.87 DF ( 625) 1.83 HF/ 1.74 SPF 1,35 HF/ 1.28 SPF For hanger specs. • See approved plans < •f 12 4,00 6-00 6-03-08 2-03-08 f- 2-00 5-08-08 5-08-08 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.079' 9 6'- 0,0' Allowed = 0,671" MAX DL CREEP DEFL = -0.113' 9 6'- 0,0' Allowed = 0,894" MAX TL CREEP DEFL = -0.192' 9 6'- 0,0' Allowed = 0.894" MAX HORIZ. LL DEFL = 0.040" 9 13' MAX HORIZ. TL DEFL = 0.079" 9 13' 8.5" 8.5" ; 4.00 Wind; 85 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. IMax CSI; TC:0.S2 BC;0.a3 Weh:0.13l M-5X12 M-5x6 M-3x8 st M-2.5x4 12 = 2.00 2.00 = 12 2-06 6-00 2-03-08 5-08-08 2-06 14-00 JOB NAME: LOOSEN - El Scale; 0.3817 Truss: El DES. BY: BS DATE: 11/5/2013 SEQ.: 5717829 TRANS ID: 383688 illlllllllillllll WARNINGS: 1. Bultoer and erection contractor should be advised of all General h4otes and Warnings before construction commences. 2. 2x4 compression web bracing must t>e installed where shown 3. Additional temporary bracing to insure stebiHty during consti-uctton is the responsibility of ttie erector. Addittonal permanent bracing of the overaH structore is the responsibility of the buitoing designer. 4. No toad shoukd be appttod to any component until after aH bracing and fasteners are complete and at no time shouto any kjads greater than design loads be appttod to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabricatton, handling, shipment and insteltotion of comporwnts. 6. This design is furnished subject to ttie Hmitetions set forth by TPt/WTCA in BCSI, copies of which wiH be furnished upon request. MITek USA. Inc/CompuTrus Software 7.6.4-SP4(1L)-E GENERAL NOTES, untess othenvise noted: 1. This design is based only upon ttie parameters shown and is for an Indivtoual buitoing component. Applicability of design parameters and proper incorporation of component is the responsibHtty of the building designer. 2. Design assumes ttie top and bottom chords to be lateraHy braced at 2' o.a and at 10' o.c. respectively untoss braced throughout ttieir length by continuous sheathing such as plyvmod sheathing(TC) and/or drywatt(BC). 3. 2x Impact bridging or toteral bracing required whera shown * 4. Instetfation of truss is the rasponsibHIty of tha respective contractor. 5. Design assumes tnjsses are to be used in a non-con^sive environment, and are for "dry conditton" of use. 6. Design assumes full bMring at aH supporte shown. Shim or wedge If necessary. 7. Design assumes adequate drainage is provtoed. 6. Plates shall be tocated on both faces of truss, and ptoced so their center lines coinctoe with joint center tines. 9. Digite indicate size of plete In inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TC; 2x4 DF #1&BTR BC: 2x4 DF #1&BTR WEBS; 2x4 DF STAND TC LATERAL SUPPORT 24'OC, UON. BC LATERAL SUPPORT <= 12"0C. UON. 8-10-08 MONO HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non-Rep) TC UNIF LL{ 40.0)+DL( TC UNIF LL 100.0 +DL BC UNIF LL 0.0 +01- LOAOING 14.0)= 54.0 PLF 35.0 = 135.0 PLF 25.0 = 25.0 PLF 0.0" TO 8'-0.0" TO B'-0.0" TO 8'- 0.0" V 10.5" V 10.5" V CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 1- 2=( -23) 43 2-5=( 0) 205 3-5=(-129) 59 2- 3= -279 0 5-6= -55) 33 6-4= 0 442 3- 4= -199 0 4-6= -462 0 OVERHANGS: 31,1" 0.0" Connector plate prefix designators: C,CN,C18.CN18 (or no prefixT = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TC CONC LL( 373.3)+DL( 130.7)= 504.0 LBS 9 B'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEINQ MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-00 BEARING LOCATIONS 0'- 0.0' 8'- 10.5' MAX VERT REACTIONS -79/ 500V -19/ 371V MAX HORZ REACTIONS -66/ 60H -66 / 60H BRG 9 0'- 0.0" m $ 8'- (0,5" BRG SIZE 3,50" 3.50' 0.80 OF/ 0.5B OF/ REQUIRED BRG AREA SO.IN. (SPECIES) 0,80 DF ( 625 0,59 DF j 625) 1,23 HF/ 1.18 SPF 0.92 HF/ 0.87 SPF VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX LL DEFL = -0.038" 9 -2'- 6.6" Allowed = 0.259" MAX DL CREEP DEFL = -0.020" 9 -2'- 6.6' Allowed = 0.346" MAX TL CREEP DEFL = -0.057" 9 -2'- 6.6' Allowed = 0.346" MAX HORIZ. MAX HORIZ. LL DEFL = TL DEFL = 0.001' 9 0.002" 9 8'- 8.1 12 4.00: M-4X6 0-10-08 ^504# st Wind: 85 mph, h=15ft, TCDL=4,2,8CDL=3,0, ASCE 7-05, Enclosed, Cat.2, Exp.C, IMFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. IMax CST: TC;n..'iB RC:n.4.1 Weh;0.1Bi 7-06-12 1-03-12 2-06 8-10-08 JOB NAME: LOOSEN Scale: 0.4966 Truss: F DES. BY: BS DATE: 11/5/2013 SEQ.: 5717831 TRANS ID: 383688 •IIIIIIIII WARNINGS: 1. Bultoer and erection conttactor should be advised of alt General Notes and Warnings before construction commences. 2. 2x4 compresston web bracing must be instelled where shown +. 3. Additional temporary bracing fo insure stebiHty during consbuction Is the responsibility of ths erector. Addittonal permanent bracing of the overaH structure is the responsibility of the building designer. 4. No load shouto be applied to any component until after aH bradng and fasteners are comptete and at no time shouto any toads greater than design toads be applied to any component. 5. CompuTrus has no control over and assumes no responsibiUty for the fabrication, handling, shipment and instellation of components. 6. This design is fumished subject to Uie Kmitetions set fortti by TPt/WTCA in BCSI, coptos of which wiH be furnished upon request. MiTek USA, Inc/CompuTrus Software 7.6.5(1 L)-E GENERAL NOTES, untoss othenvise noted: 1. This design is based onty upon the parameters shown and Is for an Indivtoual bidtoing component. ApplicabiUty of design paranieters and proper Incorporation of component is the responsibHtty of tlie buitoing designer. 2. Design assumes ttie top and bottom chords to be lateraHy braced at 2' o.c. and at 10' o.c. respectively untoss braced throughout ttieir length by continuous sheathing such as plywood sheathing(TC) and/or dryw3tt(BC). 3. 2x Impact bridging or tateral bracing required where shown + + 4. InsteHatton of truss is the responsibHtty of the respective contractor. 5. Design assumes tnjsses are to be used In a non-conostve environment, and are for "dry condition" of use. 6. Design assumes fuH bearing at aH supporte shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provtoed. 6. Ptotes shatt be tocated on both foces of tmss, and ptoced so their center tines coinctoe with joint center tines. 9. Digite indicato size of ptote in inches. 10. For basto connector plate design values see ESR-1311, ESR-igse (MiTek) This design prepared from computer input by RAMONA LUMBER RT LUMeER SPECIFICATIONS TC: 2x4 DF #1&BTR BC; 2x6 DF #2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"0C, BC LATERAL SUPPORT <= 12"0C, 8-10-08 GIRDER SUPPORTING 14-00-00 LOAD DURATION INCREASE = 1.25 (Non-Rep) UON. UON. TC UNIF LL( BC UNIF LL( 40.0)+DL( 120.0)+DL( LOADING 14.0)= 54.0 PLF 82.0 = 202.0 PLF 0.0' TO 0.0' TO 10.5" V 10.5" V CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-2170 304 1-5=(-286) 2024 5-2=( -126) 1152 2- 3=( -40 40 5-6= -276 1936 2-6= -2056 296 3- 4= 0 0 6-7=( -76 64 6-3=( -146 40 Connector plate prefix designators; C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. Join tooether 2 ply with 3"x.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 9' 00 in 2 rowjs throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0' B'- 10.5' MAX VERT REACTIONS -160/ 1157V -157/ 1115V BRG 9 BRQ 9 MAX HORZ REACTIONS -76/ 64H -76/ 64H 0'-8'- 0.0' 10,5' BRG SIZE 3.50' 3.50' 1.85 DF/ 1.78 DF/ REQUIRED BRG AREA SQ.IN. (SPECIES) 1.85 DF ( 625) 1.78 DF ( 625) 2.86 HF/ 2.72 SPF 2.75 HF/ 2.62 SPF 4-01-09 3-10-03 0-10-12 -i f 12 4.00 : M-2.5x4 it VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.034' 9 3'- 11,8' Allowed = 0,415" MAX DL CREEP DEFL = -0.031' 9 3'- 11,8" Allowed = 0,553" MAX TL CREEP OEFL = -0.065' 9 3'- 11,8' Allowed = 0,553" MAX HORIZ. LL DEFL = 0.004" 9 6'- 8.8" MAX HORIZ. TL DEFL = 0.007" 9 8'- 8.8" Wind: 85 mph, h=15ft, TCOL=4.2,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2. Exp.C, MWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only, iMax CSI: TC:Q.08 BC:0.62 Web:0.31l 3-11-13 3-10-03 1-00-08 8-10-08 JOB NAME: LOOSEN - FG Scale: 0.4915 Truss: FG DES. BY: BS DATE: 11/5/2013 SEQ.: 5717832 TRANS ID: 383688 WARNINGS: 1. Bultoer and erection conttactor should be advised of att General Notes and Warnings before constructton commences. 2. 2x4 compression web bracing must be instelted where shown +. 3. Additional temporary bracing to insure stebility during constiuction Is the responsibility of the erector. Additional permanent bracing of the overaH stnjctijre is the responsibility of the building designer. 4. No load shouto be applied to eny component until after aH bracing and fasteners are comptete and at no lime shouto any toads greater ttian design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handHng, shipment and insteltetton of componente. 6. This design is fumished subject to the Hmitetions set forth tiy TPI/WTCA in BCSI, copies of which wiH be furnished upon request. MiTek USA, Inc/CompuTrus Software 7.6.5(1 L)-E GENERAL NOTES, untoss othenvise noted: 1. This design Is based onty upon the parametere shown and ts for an Indivtouat buitoing component. Applicability of design parameters and proper incorporation of component is the responsibiitty of the building designer. 2. Design assumes Xrve top and bottom chords to be toteraHy braced at 2' o.c, and at 10' o.c, respectively untoss braced throughout ttieir tength by continuous sheaUiing such as plywood sheathlng(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown + + 4. Instaitotton of truss to the rasponsibHIty of the respective conttactor. 5. Design assumes trusses are to be used in a non-conosive envtronment, and are for "dry conditton' of use. 6. Design assumes fuN bearing at aH supporte shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is povtoed. 8. Ptotes Shalt be tocated on both foces of truss, and ptoced so their center tines colnckto with joint center tines. 9. Digits Indicato size of plate in inches. 10. For basto connector ptote design values see ESR-1311, ESR-1988 (l^fliTek) This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TC: 2x4 DF #14BTR BC: 2x4 DF #1&BTR WEBS; 2X4 DF STAND TC LATERAL SUPPORT BC LATERAL SUPPORT OVERHANGS: 0.0" 12"0C. UON. 12"0C. UON. 31.1" Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 25'- 11,5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C, LOADING LL( 20.0)+DL( 7.0) ON TOP CHORD = 27.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 32.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0" 25'- 11.5" CBC2010/IBC2009 1- 2= -3494) 474 2- 3= -2469 335 3- 4=(-2469 334 3546) 450 -23 4- 5= 5 4WR/GDF/Cq=1.00 43 MAX VERT REACTIONS -112/ 831V -167/ 961V 8RG 9 BRQ 9 MAX MEMBER FORCES 1- 7=(-441) 3291 7- 8= -446 3290 8- 9=(-421 3343 9- 5=(-416 3345 8- 4=j-1007 7- 2=( 2- 8= 8- 3= 0 •958 •135 4- 9= MAX HORZ REACTIONS -93/ 106H •93/ 106H 0'- 0.0" 5'- 11.5" BRG SIZE 3.50" 3.50' 1.33 Ofl 1,54 OF/ 217 159 1277 109 221 REQUIRED BRG AREA SQ.IN, (SPECIES) 1,33 DF ( 625) 1,54 DF ( 625) 2,05 HF/ 1.95 SPF 2,37 HF/ 2,26 SPF VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX LL DEFL = -0.371' 9 12'- 10,7' Allowed = 1.269' MAX OL CREEP OEFL = -0.335' 9 12'- 10,7' Allowed = 1,692" MAX TL CREEP DEFL = -0.706' 9 12'- 10.7' Allowed = 1.692" 12-10-12 13-00-12 MAX HORIZ. LL DEFL = 0.192" 9 25' MAX HORIZ. TL DEFL = 0.308" 9 25' 8.0" 8.0" 7-02-04 5-08-08 5-08-08 7-04-04 it ^Wind; 85 mph, h=15ft, T0DL=4.2,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, I Truss designed for wind loads in the plane of the truss only. IMax CSI: TC:0.77 80:0.52 Web;0.fiT1 M-3x8 Jl 7-00-08 5-10-04 5-10-04 7-02-08 12-10-12 13-00-12 2-06 25-11-08 2-06 JOB NAME: LOOSEN - B3 Scale; 0.2586 Truss: B3 DES. BY; BS DATE: 11/5/2013 SEQ.: 5717813 TRANS ID: 383688 WARNINGS: 1. Builder and erection contt-actor should bs advised of alt General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Instatled where shown +. 3. Additional temporary bracing to insure stebity during constructton is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No toed should be appttod to any component until after aH bracing and fasteners are complete and at no time shouto any toads greater than design loads be appltod to any component. 5. CompuTrus has no control over and assumes no responsibitity for the tebrk;atton, handting, shipment and instellation ot componente. 6. This design is fumished subject to the timttetions set forth by TPt/WTCA in BCSI, copies of which wilt be furnished upon request. MiTek USA, Inc./CompuTrus Softvi/are 7.6.5(1L)-E OENERAL NOTES, unless othenAfise noted: 1. Thts design is based only upon the parametere shown and ts for an Indivtouat buitoing component. Applicablttty of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be lateraHy braced at 2' o.c. and at 10' o.c. respectrvety untoss brsced throughout ttieir tength by continuous sheathing such as plywood sheathing(TC) and/or drywaH(BC). 3. 2x Impact bridging or lateral bracing required where shown ••- ->- 4. InsteHation of truss Is ttie responsibility of the respective conttactor. 5. Design assumes trusses are fo be used in a non-corrosive environment, and are tor "dry condition" of use. 6. Design assumes full bearing at alt supporte shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provtoed. 8. Ptates shall be located on both faces of truss, and ptoced so their center tines coinckle with joint center lines. d. Digite Indicate size of plate In Inches. 10. For basto connector plate design vatoes see ESR-1311. ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TO: 2x4 DF #1&BTR BC: 2x4 DF #1&BTfl WEBS; 2x4 DF STAND TC LATERAL SUPPORT BC LATERAL SUPPORT 5-04-06 CORNER GIRDER SETBACK 4-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non^Rep) 12"0C. 12"0C. UON. UON. TC UNIF LL( BC UNIF LL 59.7)+DL( 0.0)+DL( 20,9] 14.9 LOADINQ = 80.5 PLF = 14.9 PLF 0'-0'-0.0" 0.0" 4.4' I 4.4" I OVERHANGS; 43.2' 0.0" Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2CHS,M1BHS,U16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0' 5'- 7.9" CBC2010/IBC2flfl9 MAX MEIilSEfi FORCES m/SOF/Cq=UOO 1- 2=(-23) 44 2-4=(-47) 9 3-4=(-137) 77 2- 3=(-44) 29 MAX VERT REACTIONS -218/ 374V -62/ 164V BRG 9 BRQ 9 MAX HORZ REACTIONS •47/ 16H •47/ 16H D'^ 0.0" 5'- 7,9" BRG SIZE 4.94' 3.50' 0.60 OF/ 0.26 DF/ REQUIRED BRG AREA SQ.IN. (SPECIES) 0.60 DF ( 625) 0.12 DF (1400) 0.92 HF/ 0.88 SPF 0.40 HF/ 0.38 SPF VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.145' 9 -3'- 6.8' Allowed = 0.360" MAX DL CREEP OEFL = •0.076' 9 -l'- 6,8' Allowed = 0,480" MAX TL CREEP DEFL = -0.222' 9 •S'- 6,8' Allowed = 0,480" MAX HORIZ, MAX HORIZ, LL DEFL TL DEFL 0,000" 9 0,000" 9 4,9" 4,9" 5-06-02 0-01-12 —fi 2.83 I 12 Wind; 85 mph, h=15ft, TCDL=4.2,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration faotor=1.6. Truss designed for wind loads in the plane of the truss only. IMax CSI: TC;0.71 BC;0.16 Web:0.03l M-1x3 12 1,41 3-06-07 5-07-14 JOB NAME: LOOSEN - 0-GIRD Scale; 0,5558 Truss: C-GIRD DES. BY: BS DATE: 11/5/2013 SEQ.: 5717826 TRANS ID: 383688 WARNINGS: 1. Bultoer and erection contractor should bs advised of att General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be instelted where shown +. 3. Additional temporary bracing fo insure stebility during construction is the responsibility of ttie erector. Additbnal permanent bracing of the overall structijre is the responsibility of the building designer. 4. No load shouto be applied to any component until after aH bracing and fasteners are comptete and at no ttme shouto any toads greater tiian design loads be appltod to any component. 5. CompuTrus tias no control over and assumes no responsibility for the fabrication, handHng, shipment and insteltation of components. 6. This design is fumished subject to the Hmitetions set forth by TPt/WTCA in BCSI, copies of which wiH be furnished upon request. MiTek USA, Inc/CompuTrus Software 7.6.5(1 L)-E GENERAL NOTES, untoss othenvise noted: 1. This design is based onty upon the parameters shown and is for an Indivtouat building component. Apptlcabltlty of design parameters and proper incorporation of component is ttie responsibHtty of the building designer. 2. Design assumes ttie fop and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively untoss braced throughout their tength by continuous sheathing such as plywood sheathing(TC] and/or drywaH(BC}. 3. 2x Impact bridging or toteral bracing required where shown -*• + 4. InstaHatton of truss is the responsibility of the respective conb^ctor. 5. Design asujmes busses are to be used in a non-corosive environment, and are for "dry condifion" of use. 6. Design assumes fuH bearing at aH supporte shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provtoed. 6. Ptates shatt be tocated on both faces of truss, and ptoced so their center tines coinckto with joint center tines. 9. Digite indicate size of ptate tn inches. 10. For basto connector plate design values see ESR-1311, ESR-1968 (MITek) B -This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TC: 2x4 OF #UBTR BC; 2x4 DF #UBTR WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"0C, UON, BC LATERAL SUPPORT <= 12"0C. UON, Connector plate prefix designators: C,CN,C18,CN18 or no prefix) = CompuTrus, M,M20HS,M18HS,M16 = MITek MT series 10-08^11 CORNER GIRDER SETBACK 7-07-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non-Rep) TC UNIF LL( BC UNIF LL 107.2)+DL( 0.0)+DL( LOADING 37.5)= 144.8 PLF 26,8 = 26.8 PLF 0.0" TO 10' 0.0" TO 10' .7' I .7" I Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHOBO CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, CBC2010/IBC2009 MAX MEMBER FORCES 4Wfl/GDF/Cq=1.00 1- 2=( -33) 8 1-5=(-535) 913 1-2= -986) 561 4-6=(-217) 103 2- 3=1-1165) 470 5-6=(-518) 1126 2-5= 0) 239 3- 4=( -66) 32 5-3= 0 263 3-6-i-1126 517 BEARING LOCATIONS 0'^ 0,0" 11'^ 0,2" MAX VERT REACTIONS -242/ 380V -225/ 608V BRG BRG MAX HORZ REACTIONS -107/ 39H -107/ 39H 0'-11'-0,0" 0,2" BRG SIZE 7,75" 3,50" 0,61 DF/ 0,97 DF/ REQUIRED BRG AREA SQ,IN. (SPECIES) 0.61 DF ( 625) 0.43 DF (1400) 0.94 HF/ 0,89 SPF 1,50 HF/ 1,43 SPF 2-02-12 4-05-07 4-04 2.83 c 12 1/1-1x3 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL OEFL = -0.046' 9 6'- 7.8' Allowed = 0.504" MAX DL CREEP DEFL = -0.029' 9 4'- 8.1' Allowed = 0.672" MAX TL CREEP DEFL = -0.057" 9 6'- 7.8" Allowed = 0.672" MAX HORIZ. LL OEFL = 0.012' 9 10'- 10,4' MAX HORIZ, TL DEFL = 0,014' 9 10'- 10,4' Wind: 85 mph, h=15ft, TCDL=4,2,BCDL=3.0, ASCE 7-05, Enclosed, Cat,2, Exp.C, MWFRS, interior zone, load duration factor=1.6. Truss designed for wind loads in the plane of the truss only. IMax CSI; TC:0.32 BC;D.31 WebTOs] 4-07-15 6-04-04 11-00-03 JOB NAME: LOOSEN - B1-0GIRD Scale: 0.4835 Truss: B1-GGIRD DES. BY: BS DATE: 1/30/2014 SEQ.: 5808591 TRANS ID: 390111 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before consti'uction commences. 2. 2x4 compresston web bracing must be instelled where shown +. 3. Additional temporary bracing to insure Btability during construction is the responsibility of ttie erector. Additional permanent bracing of the overall sb-ucture is the responsibility of the building designer. 4. No load should be applied to any component until after all bracfng and fasteners are complete and at no time should any toads greater than design toads be appttod to any component. 5. CompuTrus has no control over and assumes no responsibiitty for the fabrication, handting, shipment and InsteHation of componente. 6. This design is furnished subject to the Hmltations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc/CompuTrus Software 7.6.5(1L)-2 GENERAL NOTES, untess ottienwise noted: f. This design is based only upon the parameters shown and is for an Indivtoual buitoing component. Applicabttity of design parametere and proper incorporation of component Is the responsibility of the buitoing designer. 2. Design assumes the top and bottom chords to be toteraHy braced at 2' o.c. and at 10' o.c. respectivety untess braced throughout their tongth by continuous sheathing such as plywood sheattiing(TC) and/or drywalt(BC). 3. 2x Impact bridging or tateral bracing required where shown '*• 4. InstaHatton of truss Is tha responstoWty ot the respective contractor. 5. Design assumes trusses are to be used in a non-conosive environment, and ara for "dry condition" of use. 6. Design assumes full bearing at alt supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shatt be tocated on botti faces of tmss, and ptoced so their center tines coincide with joint center flnes. 9. Digite indicate size of ptote in inches. 10. For basic connector plate design values see ESR-1311, ESR-1S8B (MiTek) This design prepared from computer input by RAMONA LUMBER RT LUMBER SPECIFICATIONS TC; 2x4 OF #1&flTR BC: 2x4 DF /(1&BTR WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. 13-10-03 CORNER GIRDER SETBACK 10-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non-Rep) TC UNIF LL( 80 UNIF LL( 144.4)+DL( 0.0)+0L( LOADING 50.5)= 195.0 PLF 36.1)= 36.1 PLF 0.0" TO 13' 0.0" TO 13' 10.2' I 10.2' I OVERHANGS: 44.0' 0.0' Connector plate prefix designators; C,CN,C18,CN18 (or no prefix) = CompuTrus, M,M20HS,M18HS,M16 = MiTek MT series Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARINQ LOCATIONS 0'- 0.0' 14'- 1.7' CBC2D10/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -23) 45 2-6=(-963) 3115 3-6=( -416) 264 2- 3=(-3220) 1017 6-7=(-725) 2255 6-4=( 0) 639 3- 4=(-2792) 737 4-7={-2261) 722 4- 5=( -97) 40 5-7=( -301) 125 MAX VERT REACTIONS -359/ 815V -296/ 1055V BRQ 9 BRG 9 0'-14'- MAX HORZ REACTIONS 88/ 39H 88/ 39H 0.0' 1.7' BRG SIZE 7.75" 3.50' 1.30 OF/ 1.69 OF/ REOUIRED BRG AREA SQ.IN. (SPECIES) 1.30 DF ( 625) 0.75 DF (1400) 2.01 HF/ 1.92 SPF 2.60 HF/ 2.48 SPF 5-09-03 4-00-08 4-04 2,83 I VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX LL DEFL = -0.247" 9 5'- 8.8" Allowed = 0.660" MAX DL CREEP DEFL = -0.162" 9 5'- 8.8" Allowed = 0.880" MAX TL CREEP DEFL = -0.313" 9 5'- 8.8" Allowed = 0.880" MAX HORIZ. LL DEFL = 0.041' 9 13'^ 11.9' MAX HORIZ, TL DEFL = 0,047' 9 13'^ 11,9" Wind: 85 mph, h=15ft, TCDL=4,2,BCDL=3,0, ASCE 7^05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ^ IMax CSI: TC:0.87 BC:0.53 Web:0.76l M-1.5x4 st specs, - See approved plans 12 1,41 7-09-07 6-04-04 3-07-03 14-01-11 JOB NAME: LOOSEN - B-CGIRD Scale; 0,3725 Truss: B-CGIRD DES. BY: BS DATE: 11/5/2013 SEQ.: 5717815 TRANS ID: 383688 WARNINGS: 1. Bultoer and erection conttactor shouid be advised of aH General Notes and Warnings before construction commences. 2. 2x4 comprasston web bracing must tw instelted wtiere shown -f. 3. Additional temporary bracing to insure stebiHty during consbuction is ttie rasponsiblHty of the erector. Additional permanent bracing of the overaH structure is the responsibHtty of the building designer. 4. No toad should be applied to any component until after aH bracing and fasteners are complete and at no lime should any toads greater ttian design toads be applied to any component. 5. CompuTrus has no contitd over and assumes no responsibility for ttie fabricatton, handting, shipment and insteltetton of componente. 6. This design is fumished subject to the Hmitetions set torth by TPt/WTCA in BCSI, copies of which wHI be furnished upon requesL MiTek USA, IncXompuTrus Software 7.6.5(1 L)-Z GENEIML NOTES, untess othenMse noted: 1. Thto design is based onty upon the parametera shown and Is for an indivtouat building component. Applicability of design parameters and proper incorporation of component Is ttie responsibHtty of the buitoing designer. 2. Design assumes the top and bottom chords to be lateraHy braced at 2' o.c and at 10' o.c. respectively untoss braced ttiroughout ttieir len^ by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or toteral bracing required whera shovim '•• '*-4. InsteHatton of truss is ttie rasponsibHIty of the raspective contractor. 5. Design assumes trusses are to be used in a non-corrostve environmeni, and are for "dry conditton" of usa. 6. Design assumes fuH bearing at aH supporte shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provtoed. 8. Ptotes shall be located on both faces of tmss, and ptoced so their center tines coinckto with joint center tines. 9. Digits indicate size of plate in inches. 10. For baste connector ptote design values see ESR-1311, ESR-1988 (MiTek)