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Miscellaneous - 950 GREAT POND ROAD 4/30/2018
Date.. This certifies that has permission to perform .....S4-- ......................... wiring in the building of ....... ................ at ..... N-orth Andover Mass. ..................... ic. No ... .. .... Fee . ..... I ELECTRICAL �INSPECT :!,Check # 11225 1 Commonwealth of Massachusetts official Use Only .� 0 Department of Fire Services Permit No. I � E `2- Occupancy and Fee Checked BOARD OF FIRE PREVENTION REGULATIONS [Rev -11071 (leaveblank M APPLICATION FOR PERMIT TO PERFORM ELECTRICAL WORK All work to be performed in accordance with the Massachusetts Electrical Code (NEC 527 CMR 12.00 (PLEASE PRINT)NINK OR TYPE ALL NFORMATION) Date: 1 I Z City or Town of: NORTH ANDOVER By this application the undersigned i es notice of his or her intention to Location (Street & Number) - !36 6— Y- e ►, t PO � Owner or Tenant Pgtr1t<S Pte, h.1 Owner's Address W To the Inspector of Wires: .rform the electrical work described below. Telephone No. Is this permit in conjunction with a building permit? Yes ❑ No ❑ (Check Appropriate Box) Purpose of Building 4m; e Utility Authorization No. 13 �- � 6 6 YS - Existing Service Amps / Volts Overhead ❑ Undgrd ❑ No. of Meters New Service 70 Amps i w /2(0 Volts Overhead ❑ Undgrd No. of Meters J Number of Feeders and Ampacity Location and Nature of Proposed Electrical Work: IV e, HaM e— Completion of the following tahle may he waived by the Tn.vnectnr of Wires. No. of Recessed Luminaires ZQ No. of Ceil.-Susp. (Paddle) Fans No. of Total Transformers KVA No. of Luminaire Outlets d No. of Hot Tubs Generators KVA No. of Luminaires 60 Swimming Pool Above ElIn- ❑ rnd. rnd. o. o Emergency Lighting Battery Units No. of Receptacle Outlets 76 No. of Oil Burners FIRE ALARMS No. of zones No. of Switches �D No. of Gas Burners No. of Detection and Initiating Devices No. of Ranges �j-AS No. of Air Cond. Z TonTots No. of Alerting Devices I No. of Waste Disposers Heat Pump Totals:..... Number .........."""'"'..."'""'.."".."'""""""' Tons KW No. of Self -Contained Detection/Alerting Devices No. of Dishwashers Space/Area Heating KW Local ❑ Municipal ❑ Other Connection No. of Dryers &A Heating Appliances KW Security Systems:* No. of Devices or Equivalent No. of Water Heaters KW No. of No. of Signs Ballasts Data Wiring: No. of Devices or Equivalent No. Hydromassage Bathtubs No. of Motors Total HP Telecommunications Wiring: No. of Devices or E uivalent OTHER: Attach additional detail if desired, or as regidred by the Inspector of 07res. Estimated Value of Electrical Work: (When required by municipal policy.) Work to Start: Inspections to be requested in accordance with MEC Rule 10, and upon completion. INSURANCE COVERAGE: Unless waived by the owner, no permit for the performance of electrical work may issue unless the licensee provides proof of liability insurance including "completed operation" coverage or its substantial equivalent. The undersigned certifies that such coverage is in force, and has exhibited proof of same to the permit issuing office. CHECK ONE: INSURANCE ❑ BOND ❑ OTHER ❑ (Specify:) I certify, underflVFT and enalties ofperjury, that the information on this application is true and complete. n FIRM NAME:. rL-e � Y- � LIC. NO.:) I O3 / l I Licensee: VoSS Sc>�-N)e-rcy Signature—jjA,,2/7 LIC. NO.: (If applicabl enter " e pt" in t license number li e.) ) Bus. Tel. No.: Address: _ J a kA J✓� 6F17 l �I (d Z C fV 14 d > 16 � Alt, Tel. No.•6 *Per M.G.L c. 147, s. 57-61, security work requires Department of Public Safety "S" License: Lic. No.� OWNER'S INSURANCE WAIVER: I am aware that the Licensee does not have the liability insurance coverage normally required by law. By my signature below, I hereby waive this requirement. I am the (check one) ❑ owner ❑ owner's agent. Owner/Agent Signature Telephone No. PERMIT FEE. $ ❑ 2012 Massachusetts Electrical Code Amendments 527 CMR 12.00 § Rule 8: In accordance with the provisions of M.G.L. c. 143, § 3L, the permit application form to provide notice of installation of wiring shall be uniform throughout the Commonwealth, and applications shall be filed on the prescribed form. After a permit application has been accepted by an Inspector of Wires appointed pursuant to M. G.L c. 166, § 32, an electrical permit shall be issued to the person, firm or corporation stated on the permit application. Such entity shall be responsible for the notification of completion of the work as required in M.G.L. c. 143, § 3L. Permits shall -be limited as to the time of ongoing construction activity, and may be deemed by the Inspector of Wires abandoned and invalid if he or she has determined that the authorized work has not commenced or has not progressed during the preceding 12 -month period. Upon written application, an extension of time for completion of work shall be permitted for reasonable cause. A permit shall be terminated upon the written d request of either the owner or the installing entity stated on the permit application. ❑ The Permit Extension Act was created by Section 173 of Chester 240 of the Acts of 2010 and extended by Sections 74 and 75 of Chapter 238 of the Acts of 2012. The purpose of this act is to promote job growth and long-term economic recovery and the Permit Extension Act furthers this purpose by establishing an automatic four-year extension to certain permits and licenses concerning the use or development of real property. With limited exceptions, the Act automatically extends, for four years beyond its otherwise applicable expiration date, any permit or approval that was "in effect or existence" during the qualifying period beginning on August 15, 2008 and extending through August 15, 2012. ❑ Rule 8 — Permit/Date Closed: *** Note: Reapply for new permit ❑ ❑ Permit Extension Act — Permit/Date Closed: Trench Lpspection Pas Failed 0 Re- Inspection Required ($.) ❑ Inspectors Comments: — Inspectors Si nature: Date: SERVICE INSPECTION: Pass ❑' Failed 0 Re- Inspection Required ($.) ❑ Inspectors Comments: �' &W Inspectors Signature: Date: PARTIAL, ROUGH INSPECTION: Pass M K Failed 0 Re- Inspection Required ($.) ❑ Inspectors Comments: 04/2 l iS— 3 Inspectors Signature: Date: ROU SECTION: p s ? _ Failed Re- Inspection Required ($.) ❑ Inspectors Comments: _ Inspectors Sig ature: Date: FINAL, INSPECTION: Pass 0 Failed 0 Re- Inspection Required ($.).❑ Inspectors Co ments: S-1ir_ Inspector Signature: Date: DEB WEINHOLD ... TOWN OF MERRIMAC, MA........dweinhoId@townofinerrimac.com The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 600 Washington Street Boston, MA 02111 www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name (Business/Organization/Individual): 11 D � E L Address: � NC Rd FTRck City/State/Zip: R1 IV 0 6-E iU 0 <0 � $6 Phone #: Are you an employer? Check the appropriate box: 1. FU I am a employer with 1 4. ❑ I am a general contractor and I employees (full and/or part-time).* have hired the sub -contractors 2. ❑ I am a sole proprietor or partner- listed on the attached sheet. # ship and have no employees These sub -contractors have ' working for me in any capacity. workers' comp. insurance. [No workers' comp. insurance 5. ❑ We are a corporation and its required.] officers have exercised their 3.0 I am a homeowner doing all work right of exemption per MGL myself. [No workers' comp. c. 152, § 1(4), and we have no insurance required.] t employees. [No workers' comp, insurance required.] Type of project (required): 6. ❑ New construction 7. ❑ Remodeling 8. ❑ Demolition 9. ❑ Building addition 10. ❑ Electrical repairs or additions 11.❑ Plumbing repairs or additions 12.❑ Roof repairs 13.❑ Other Any applicant that checks box #1 must also fill out the section below showing their workers' compensation policy information. Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. contractors that check this box must attached an additional sheet showing the name of the sub -contractors and their workers' comp. policy information. am an employer that is providing workers' compensation insurance for my employees. Below is the policy and job site rformation. isurance Company Name: olicy # or Self -ins. Lic. 9: Expiration Date: 3b Site Address: City/State/Zip: Atal a copy of the workers' compensation policy declaration page (showing the policy number and expiration date). ailure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a ne up to $1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine P up to $250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of ivestigations of the DIA for insurance coverage verification. do hereby certify under the pains and penalties of perjury that the information provided above is true and correct. zone 6%dv,�; Official use only. Do not write in this area, to be completed by city or town official. City or Town: Permit/License # H_)S_1Z Issuing Authority (circle one): 1. Board of Health 2. Building Department 3. City/Town Clerk 4. Electrical Inspector 5. Plumbing Inspector 6. Other Contact Person: Phone Information and Instructions Massachusetts General Laws chapter 152 requires all employers to provide workers' compensation for their employees. Pursuant to this statute, an employee is defined as "...every person in the service of another under any contract of hire, express or implied, oral or written." An employer is defined as "an individual, partnership, association, corporation or other legal entity, or any two or more of the foregoing engaged in a joint enterprise, and including the legal representatives of a deceased employer, or the receiver or trustee of an individual, partnership, association or other legal entity, employing employees. However the owner of a dwelling house having not more than three apartments and who resides therein, or the occupant of the dwelling house of another who employs persons to do maintenance, construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer." MGL chapter 152, §25C(6) also states that "every state or local licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any applicant who has not produced acceptable evidence of compliance with the insurance coverage required" Additionally, MGL chapter 152, §25C(7) states "Neither the commonwealth nor any of its political subdivisions shall enter into any contract for the performance of public work until acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority." Applicants Please fill out the workers' compensation affidavit completely, by checking the boxes that apply to your situation and, if necessary, supply sub-contractor(s) name(s), address(es) and phone number(s) along with their certificate(s) of insurance. Limited Liability Companies (LLC) or Limited Liability Partnerships (LLP) with no employees other than the members or partners, are not required to carry workers' compensation insurance. If an LLC or LLP does have employees, a policy is required. Be advised that this affidavit may be submitted to the Department of Industrial Accidents for confirmation of insurance coverage. Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested, not the Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy, please call the Department at the number listed below. Self-insured companies should enter their self-insurance license number on the appropriate line. City or Town Officials Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant. Please be sure to fill in the permit/license number which will be used as a reference number. In addition, an applicant that must submit multiple permit/license applications in any given year, need only submit one affidavit indicating current policy information (if necessary) and under "Job Site Address the applicant should write "all locations in (city or town)." A copy of the affidavit that has been officially stamped or marked by the city or town may be provided to the applicant as proof that a valid affidavit is on file for future permits or licenses. A new affidavit must be filled out each year. Where a home owner or citizen is obtaining a license or permit not related to any business or commercial venture (i.e. a dog license or permit to burn leaves etc.) said person is NOT required to complete this affidavit. The Office of Investigations would like to thank you in advance for your cooperation and should you have any questions, please do not hesitate to give us a call. The Department's address, telephone and fax number: The Commonwealth of Massachusetts Depadm.ent of Industrial Accidents Office of Investigations 600 Washington Street Boston, MA 02111 Tel. # 617-727-4900 ext 406 or 1-$77-MASSAFE Fax # 617-727-7749 .evised 5-26-05 www.mass,gov/dia Date............................... TOWN OF NORTH ANDOVER PERMIT FOR WIRING This certifies that--kA�—I V��Vvw lkn -S that..,..., ........................................................... ..... ........................................... has pertnission to perform .. n9,, -m. wiring in the building of .................................. .. . ............................... . . q C51) Qoo-� at................................................................................ ..... orth Andover, Mass. Fee.. ........... Lic. N c 0 ��zyzw E AECTRICAL INSPECTOR Check # 11'459 Commonwealth of Massachusetts Department of Fire Services BOARD OF FIRE PREVENTION REGULATIONS Off ' 1 se Only Permit No. AW I H 6�_ Occupancy and Fee Checked [Rev. 1/071 (leave blank APPLICATION FOR PERMIT TO PERFORM ELECTRICAL WORK All work to be performed in accordance with the Massachusetts Electrical Code (NEC), 527 CMR 12.00 (PLEASE PRINT ININK OR TYPE ALL INFORMATION) City or Town of: NORTH ANDOVER By this application the undersigned gives notice of his or her int Location (Street & Number) C/5 0 657 f Owner or Tenant 0 AV I) p Owner's Address Date: To the Inspector of Wires: perform the electrical work described below. 77 " .OAD Telephone No. Is this permit in conjunction with a building permit? Yes ❑ No ❑ (Check Appropriate Box) Purpose of Building j'(1.1- Utility Authorization No. - Existing Service Amps / Volts Overhead ❑ Undgrd ❑ No. of Meters New Service Amps / Volts Number of Feeders and Ampacity Location and Nature of Proposed Electrical Work: Overhead ❑ Undgrd ❑ No. of Meters Completion ofthe following table may be waived by the Inspector of Wires. No. of Recessed Luminaires No. of Cell: Susp. (Paddle) Fans V No. of Total Transformers KVA No. of Luminaire Outlets No. of Hot Tubs Generators KVA No. of Luminaires Swimming Pool Above ❑ In- ❑ rnd. grnd. o. of Emergency.Lighting Battery Units No. of Receptacle Outlets No. of Oil Burners FIRE ALARMS No. of Zones No. of Switches No. of Gas Burners No. of Detection and Initiating Devices No. of Ranges No. of Air Cond. Total Tons No. of Alerting Devices No. of Waste Disposers Heat PumpNumber Totals: Tons •"'""""""••'""""" KW No. of Self -Contained Detection/Alerting Devices No. of Dishwashers Space/Area Heating KW Local ❑ Municipal ❑ Other Connection No. of Dryers Heating Appliances KW Security Systems:* No. of Devices or Equivalent % No. of Water KW Heaters No. of No. of Signs Ballasts Data Wiring: No. of Devices or Equivalent No. Hydromassage Bathtubs No. of Motors Total HP Telecommunications Wiring: No. of Devices or Equivalent OTHER: Attach additional detail if desired, or as required by the Inspector of Wires. Estimated Value of Electrical Work: (When required by municipal policy.) Work to Start: • Inspections to be requested in accordance with MEC Rule 10, and upon completion. INSURANCE COVERAGE: Unless waived by the owner, no permit for the performance of electrical work may issue unless the licensee provides proof of liability insurance including "completed operation" coverage or its substantial equivalent. The undersigned certifies that such coverage is in force, and has exhibited proof of same to the permit issuing office. CHECK ONE: INSURANCE ❑ BOND ❑ OTHER ❑ (Specify:) I certify, under the pains and penalties ofperjury, that the information on this application, is true and complete. FIRM N % LIC. NO.: Licensee: At\f Pt— Signature LTC.. NO.: (If applicable, er "exempt" in the license number line.) Bus. TelNo.: Address: Alt. Tel. No.; *Per M.G.L c. 147, s. 57-61, security work requires Department of Public Safety "S" License: Lie. No. • OWNER'S INSURANCE WAIVER: I am aware that the Licensee does not have the liability insurance coverage normally required by law. By my signature below, I hereby waive this requirement. I am the (check one) ❑ owner ❑ owner's agent. Owner/Agent PERMIT FEE: $ Signature Telephone No. ❑ 2012 Massachusetts Electrical Code Amendments 527 CMR 12.00 § Rule 8: In accordance with the provisions of M.G.L. c. 143, § 3L, the permit application form to provide notice of installation of wiring shall be uniform throughout the Commonwealth, and applications shall be filed on the prescribed form. After a permit application has been accepted by an Inspector of Wires appointed pursuant to M. G.L c. 166, § 32, an electrical permit shall be issued to the person, firm or corporation stated on the permit application. Such entity shall be responsible for the notification of completion of the work as required in M.G.L. c. 143, § 3L. or Permits shall -be limited as to the time of ongoing construction activity, and may be deemed by the Inspector of Wires abandoned and invalid if he or she has determined that the authorized work has not commenced or has not progressed during the preceding 12 -month period. Upon written application, an extension of time for completion of work shall be permitted for reasonable cause. A permit shall be terminated upon the written request of either the owner or the installing entity stated on the permit application. ❑ The Permit Extension Act was created by Section 173 of Chapter 240 of the Acts of 2010 and extended by Sections 74 and 75 of Chapter 238 of the Acts of 2012. The purpose of this act is to promote job growth and long-term economic recovery and the Permit Extension Act furthers this purpose by establishing an automatic four-year extension to certain permits and licenses concerning the use or development of real property. With limited exceptions, the Act automatically extends, for four years beyond its otherwise applicable expiration date, any permit or approval that was "in effect or existence" during the qualifying period beginning on August 15, 2008 and extending through August 15, 2012. ❑ Rule 8 — Permit/Date Closed: *** Note: Reapply for new permit ❑ ❑ Permit Extension Act — Permit/Date Closed: Trench Inspection Pass 0 Failed Re- Inspection Required ($.) ❑ Inspectors Comments: Inspectors Signature: Date: SERVICE INSPECTION: Pass 0 Failed 0 Re- Inspection Required ($.) ❑ Inspectors Comments: . Inspectors Signature: Date: PARTIAL ROUGH INSPECTION: Pass 0 Failed M Re- Inspection Required ($.) ❑ Inspectors Comments: Inspectors Signature: Date: ROUGH INSPECTION: Pass 0 Failed Re- Inspection Required ($.) ❑ Inspectors Comments: Inspectors Signature: Date: FINAL INSPECTION: Pass 0 Failed Re- Inspection Required ($.) ❑ Inspectors mments 4 13 Inspectors ignature: Y Date: DEB WEINHOLD ... TOWN OF MERRIMAC, NIA. .......dweinhold@townofinerrimac.com The Commonwealth o Massachusetts .,fLn Department of Industrial Accidents Office of Investigations UT 600 Washington Street Boston, MA 02111 www.massgov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name Addre; City/State/Zip: Z_ fiw( w C4�_ Phone #: q 7e Are you an employer? Check the appropriate box: L ❑ I am a employer with 4. ❑ I am a general contractor and I employees (full and/or part-time).* have Hired the sub -contractors 2.Qf I am a sole proprietor or partner- listed on the attached sheet -'ship and'have no employees These sub -contractors have working forme in any capacity. workers' comp. insurance. [No workers' comp. insurance 5. ❑ We are a corporation and its required.] officers have exercised their 3. ❑ I am a homeowner doing all work right of exemption per MGL myself. [No workers' comp. c. 152, §1(4), and we have no insurance required.] it employees. [No workers' comp. insurance required.] Type of project (required): 6. ❑ New construction 7. E] Remodeling 8. ❑ Demolition 9. ❑ Building addition 10. ❑ Electrical repairs or additions 11. ❑ Plumbing repairs or additions 12: ❑ Roof repairs 13. ❑ Other *Any applicant that checks box #1 must also fill out the section below showing their workers' compensation policy information. * t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit anew affidavit indicating such. #Contractors that check this box must attached an additional sheet showing the name of the sub -contractors and their workers' comp. policy information. I am an employer that is providing workers' compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name:. Policy # or Self -ins. Lic. #: Expiration Date: Job Site Address: City/State/Zip: Attach a copy of the workers' compensation policy declaration page (showing the policy number and expiration date). Failure to secure coverage as required:under Section 25A of MGL c.152 can lead to the imposition of criminal penalties of a fine up to $1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to $250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for ' urance coverage verification. I do herey cert6 Vder a pains �andpenaldesry that the information providedV11. true an corre Signature: Date: Phone #: Official use only. Do not write in this area, to be completed by city or town official. City or Town: Permit/License # Issuing Authority (circle one): 1. Board of Health 2. Building Department 3. City/Town Clerk 4. Electrical Inspector 5. Plumbing Inspector 6. Other - - - Contact Person: Phone Information and Instructions.; Massachusetts General Laws chapter 152 requires all employers to provide workers' compensation for their employees. Pursuant to this statute, an employee is defined as "...every person in the service of another under any contract ofhire, express or implied, oral or written." An employer is defined as "an individual, partnership, association, corporation or other legal entity, or any two or more of the foregoing engaged in a joint enterprise, and including the legal representatives of a deceased employer, or the receiver or trustee of an individual, partnership, association or other legal entity, employing employees. However the owner of a dwelling house having not more than three apartments and who resides therein, or the occupant of the dwelling house of another who employs persons to do maintenance, construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer." MGL chapter 152, §25C(6) also states that "every state or loeal licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any applicant who has not producedacceptable evidence of compliance with the insurance coverage required." Additionally, MGL chapter 152, §25C(7) states "Neither the commonwealth nor any of its political subdivisions shall enter into any contract for the performance of public work until acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority." Applicants Please fill out the workers' compensation affidavit completely, by checking the boxes that apply to your situation and, if necessary, supply sub-contractor(s) name(s), address(es) and phone number(s) along with their certificate(s) of insurance. Limited Liability Companies (LLC) or Limited Liability Partnerships (LLP) with no employees other than the members or partners, are not required to carry workers' compensation insurance. If an LLC or LLP does have employees, a policy is required. Be advised that this affidavit may be submitted to the Department of Industrial Accidents for confirmation of insurance coverage. Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested, not the Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy, please call the Department at the number listed below. Self-insured companies should enter their self-insurance license number on the appropriate line. City or Town Officials Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant. Please be sure to fill in the permit/license number which will be used as a reference number. In addition, an applicant that must submit multiple permit/license applications in any given year, need only submit one affidavit indicating current policy information (if necessary) and under "Job Site Address" the applicant should write "all locations in (city or town)." A copy of the affidavit that has been officially stamped or marked by the city or town may be provided to the applicant as proof that a valid affidavit is on file for future permits or licenses. A new affidavit must be filled out each year. Where a home owner or citizen is obtaining a license or' -permit not related to any business or commercial venture (i.e. a dog license or permit to bum leaves etc.) said person is NOT required to complete this affidavit. The Office of Investigations would like to thank you in advance for your cooperation and should you have any questions, please do not hesitate to give us a call. The Department's address, telephone and fax number: The Cornzxaonwealth, of Massachusetts Department of Industrial .A,ccidennts Office of Investigations 600 Washington Street Boston? MA, 02111 Tel, # 617-727-4900 ext 406 or 1-877:M SSAFB Revised 5-26-05 Fax # 617-727-7749 vvww.mass,govldxa 0 This certifies that. 942 ) ....LIZ o%/L` has permission for gas installation Z ...... in the buildings of. Q . //07.k '4 at . W/ .. ,12S........ , North Ando er, Mass. Fee cam... Lic. No. /a7 `f �`1. GASINSPECTOR Check # 8568 l 'ORY COCKS AIR UNIT POOL HEATER ROOM ISPACE PROOF TOP UNI ROOM HEATER INSURANCE COVERAGE I have a current liability insurance policy or its substantial equivalent which meets the requirements of MGL. Ch. 142 YES O'N0 FJ I IF YOU CHECKED YES, PLEASE INDICATE THE TYPE OF COVERAGE BY CHECKING THE APPROPRIATE BOX BELOW LIABILITY INSURANCE POLICY OTHERTYPE INDEMNITY EI BOND OWNER'S INSURANCE WAIVER: I am aware that the licensee does not have the insurance coverage required by Chapter 142 of the Massachusetts General Laws, and that my signature on this permit application waives this requirement. CHECK ONE ONLY: OWNER E3 AGENT 1-3 SIGNATURE OF OWNER OR AGENT 1 hereby certify that all of the details and information I have submitted or entered regarding this application are true and accurate to the best of my knowledge and that all plumbing work and installations performed under the permit Issued for this application will be in compli a ith nent provision of the Massachusetts State Plumbing Code and Chapter 142 of the General Laws. PLUMBER-GASFITTER NAME, /r� LICENSE # SIG ATURE MP [..6 MGF ❑J JP -O JGF © LPGI [�J CORPORATION ©# � PARTNERSHIP ©#� LLC ©#C COMPANY NAME: /1 ADDRESS CITYSTATE / ZIP �TEL� G �� FAX�i?'f CELL MAIL =r MASSACHUSETTS UNIFORM APPLICATION FOR A PERMIT TO PERFORM OAS FITC�TI�NQ WORK MA DATE ��PERMIT#_ — CITY Le JOBSITE ESS OWNEITSNAME OWNER ADDRESS TEI� FAX TYPE OR OCCUPANCY TYPE COMMERCIAL' F-1 EDUCATIONALFA RESIDENTIAL PPXU CLARLY NEW.fif RENOVATION: E] REPLACEMENT: ® PLANS SUBMITTED: YES[3 N0[j APPLIANCES -. FLOORS- 8sM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 BOILER BOOSTER _J ---1 �--j — �.I� _J _J _J —�: Zj CONVERSION BURNER COOK STOVE DIRECT VENT HEATER I--1-�—� -- J DRYER FIREPLACE FRYOLATOR I-- --J — —1 --J �- �— FURNACE ---I --� GENERATOR 'ORY COCKS AIR UNIT POOL HEATER ROOM ISPACE PROOF TOP UNI ROOM HEATER INSURANCE COVERAGE I have a current liability insurance policy or its substantial equivalent which meets the requirements of MGL. Ch. 142 YES O'N0 FJ I IF YOU CHECKED YES, PLEASE INDICATE THE TYPE OF COVERAGE BY CHECKING THE APPROPRIATE BOX BELOW LIABILITY INSURANCE POLICY OTHERTYPE INDEMNITY EI BOND OWNER'S INSURANCE WAIVER: I am aware that the licensee does not have the insurance coverage required by Chapter 142 of the Massachusetts General Laws, and that my signature on this permit application waives this requirement. CHECK ONE ONLY: OWNER E3 AGENT 1-3 SIGNATURE OF OWNER OR AGENT 1 hereby certify that all of the details and information I have submitted or entered regarding this application are true and accurate to the best of my knowledge and that all plumbing work and installations performed under the permit Issued for this application will be in compli a ith nent provision of the Massachusetts State Plumbing Code and Chapter 142 of the General Laws. PLUMBER-GASFITTER NAME, /r� LICENSE # SIG ATURE MP [..6 MGF ❑J JP -O JGF © LPGI [�J CORPORATION ©# � PARTNERSHIP ©#� LLC ©#C COMPANY NAME: /1 ADDRESS CITYSTATE / ZIP �TEL� G �� FAX�i?'f CELL MAIL =r r � M This certifies that. . ....................... ...... has permission for gas installation ................ 41............... in the buildings of ....04.) a .A ........... y— . '—*—*-- at ..... R-117�.. At. , North Andover, ass. C O.Q. . Lic. No. -7;7c�. I P. Fee26 GAS INSPECTOR Check 4 8601 MASSACHUSETTS UNIFORM APPLICATION FOR A PERMIT TO PERFORM GAS FITTING WORK — CITY I NORTH ANDOVER MA DATE FEB. 20 2013 1 PERMIT # JOBSITE ADDRESS 950 GREAT POND RD. OWNER'S NAME I MATTHEW OLSON GOWNER ADDRESS MATTHEW OLSON TE 203-214-6790 IFAX TYPE OR OCCUPANCY TYPE COMMERCIAL® EDUCATIONAL ® RESIDENTIAL El PRINT CLEARLY NEW: RENOVATION: El REPLACEMENT: ® PLANS SUBMITTED: YES® NO® APPLIANCES Z FLOORS— BSM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 BOILER BOOSTER' CONVERSION BURNER COOK STOVE DIRECT VENT HEATER DRYER FIREPLACE FRYOLATOR _ .. FURNACE GENERATOR GRILLE INFRARED HEATER LABORATORY COCKS MAKEUP AIR UNIT OVEN _ J POOL HEATER ROOM/SPACE HEATER ROOF TOP UNIT TEST UNIT HEATER UNVENTED ROOM HEATER WATER HEATER OTHER I CONNECT TO A PLUMBERSi INSPECTED LINE. THIS IS TEMPORARY �J UNTIL THE CUSTOMER GETS NATURAL GAS IN THE SPRING ) INSURANCE COVERAGE have a current liability insurance policy or its substantial equivalent which meets the requirements of MGL. Ch. 142 YES NO I IF YOU CHECKED YES, PLEASE INDICATE THE TYPE OF COVERAGE BY CHECKING THE APPROPRIATE BOX BELOW LIABILITY INSURANCE POLICY Ej OTHER TYPE INDEMNITY BOND OWNER'S INSURANCE WAIVER: I am aware that the licensee does not have the insurance coverage required by Chapter 142 of the Massachusetts General Laws, and that my signature on this permit application waives this requirement. CHECK ONE ONLY: OWNER AGENT El SIGNATURE OF OWNER OR AGENT I hereby certify that all of the details and information I have submitted or entered regarding this application are true and accurate to the best of my wledge and that all plumbing work and installations performed under the permit issued for this application will be in co liance with all rtine ro is' of e Massachusetts State Plumbing Code and Chapter 142 of the General Laws. PLUMBER-GASFITTER NAME JOHN MARSHALL LICENSE # 778 SIGNATURE MPO MGF ® JP ® JGF ® LPGI EJ CORPORATION [D# PARTNERSHIP ®# LLC ®# COMPANY NAME: EASTERN PROPANE GAS ADDRESS 1131 WATER ST. CITY DANVERS STATE MA ZIP 01923 TEL 800-322-6628 FAX CELL EMAIL The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations ' 1 Congress Street, Suite 100 Boston, MA 02114-2017 www. mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant=1-ftfo-r-rrration - _.: _.----- -- ease -print Legg- ly Name (Business/Organization/Individual): EASTERN PROPANE & OIL Address: 131 WATER STREET DANVERS, MA 01.923 Phone #: 978-750-6500 Are you an employer? Check the appropriate box: 1. ❑✓ I am a employer with 45 4. ❑ I am a general contractor and I employees (full and/or part-time).* have hired the sub -contractors 2. ❑ 1 am a sole proprietor or partner listed on the attached sheet. ship and have no employees These sub -contractors have working for me in any capacity. employees and have workers' [No workers' comp. insurance comp. insurance.T required.] ❑J am a homeowner doing all work myself. [No workers' comp. insurance required.] t ❑ We are a corporation and its officers have exercised; their right of exemption per MGL c. 152, § 1(4), and we have no employees. [No workers' comp. insurance required.] Type of project (required): . 6. ❑ New construction 7. ❑ Remodeling 8. ❑ Demolition 9. ❑ Building addition 10. ❑ Electrical repairs or additions 11. ❑ Plumbing repairs or additions 12.7 Roof repairs 13.7 Other GAS FITTING *Any applicant that checks box #1 must also fill out the section below showing their workers' compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must.submit a new affidavit indicating such. Contractors that check this box must attached an additional sheet showing the name of the sub -contractors and state whether or not those entities have employees. If the sub -contractors have employees, they must provide their workers' comp. policy number. I am an employer that is providing workers' compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: LIBERTY MUTUAL INSURANCE COMPANY Policy # or Self -ins. Lic. #: WC7-641-435806-052 Expiration Date: 03/15/2013 Job Site Address: 9 SO e C t Po,,,c k lam . City/State/Zip: V)yjJL Ay\Ao,)e.t. LV�q . 01M_ Attach a copy of the workers' compensation policy declaration page (showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to $1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine. of up to $250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify undue pains and pena�tjes of perjury that the information provided above is true and correct. 03/13/2013 Phone # `"978-750-6500 Official use only. Do not write in this area, to be completed by city or town official City or Town: Permit/License # Issuing Authority (circle one): _ ___1...Boar_d_of_Health .2..B.uilding Department 3. City/Town Clerk 4. Electrical Inspector 5. Plumbing Inspector 6. Other - Contact Person: Phone #: m o ` v 70 [n •.m D u, crz' Z TJ 3 �p�7 ; c� D UDS fn G� T Ln fP D >T m o rn r— D C� J 3 m r D G� m> D m m U7 �I m (!} =z{Ln CAin J, r m o W V Signature N2 9672 Date.11-1"t 42. TOWN OF NORTH ANDOVER PERMIT FOR PLUMBING This certifies that ...•,,,,,,,,,,,, has permission to perform..`?..�'- • .. ... • , . , , , , , plumbing in the buildings of .... (Y� ` kI7 S v�... 1. ........ , North Andover, Mass. �rr PLUMBING INSPECTOR Check # WHITE: Applicant CANARY: Building Dept. PINK: Treasurer MASSACHUSETTS UNIFORM APPLICATION FOR A PERMIT TO PERFORM PLUMBING WORE( ` . CITY / MA DATE P(/ PERMIT# JOBSITEADDRESS OWNER'S NAME,I����S OWNER ADDRESS FTELL—, FAX I —J TYPE OR OCCUPANCY TYPE COMMERCIAL EDUCATIONAL © RESIDENTIAL PRINT CLEARLY NEW: RENOVATION: © REPLACEMENT: © PLANS SUBMITTED: YES QJ NO© FIXTURES FLOOR- BSM 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 1 10 1 11 1 12 1 13 1 14 CROSS DEDICATED GREASE SYSTEM, -- DEDICATED GRAY WATER SYSTEM STALL MOP SINK �IL�II�JIt �I�II�II•ti!•Il�ll�lit•IIl•Il�ll�tl�ll�i� �1(IWF- AWFM AWC W�� lFW--M(�i1�1 F�--t-�nfi�r F�--ter— IIV.7U[CfiIVVC I.LYCIGHUL: I have a current liability insurance policy or its substantial equivalent which meets the requirements of MGL Ch.142. YES dNO IF YOU CHECKED YES, PLEASE INDICATE THE TYPE OF COVERAGE BY CHECKING THE APPROPRIATE BOX BELOW LIABILITY INSURANCE POLICY [ OTHER TYPE OF INDEMNITY E j BOND OWNER'S INSURANCE WAIVER: I am aware that the licensee does not have the Insurance coverage required by Chapter.142 of the . Massachusetts General Laws, and that my signature on this permit application waives this requirement. SIGNATURE OF OWNER OR AGENT CHECK ONE ONLY: OWNER 0 AGENT FJ I hereby certify that all of the details and information I have submitted or entered regarding this application are true an ccurate to the best of my knowledge and that all plumbing work and Installations performed under the permit issued for this application will be in compli ce Ith al ire provision of the Massachusetts State Plumbing Code and Chapter 142 of the General Laws. PLUMBER'S NAME f,= ILICENSE # SIGNATURE' MP at JP [ CORPORATION 0#=PARTNERSHIP0#F---1 LL' C[_.J'j# COMPANY NAME /�,o��®•-� ADDRESS —� 6ITYI 1N/rJ/�%Ir���_ /O/J STATE ZIP • - - J � TELL i ,�: FAX CELL ©'EMAIL w �� The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 600 Washington Street Boston, MA 02111 www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Name (Business/Organization/Individual): Address: City/State/Zip: I! ' Are you an employer? Check the appropriate box: I. ❑ I am a employer with 4. ElI am a general contractor and I employees (full and/or part-time).* have hired the sub -contractors 2. ❑ I am a sole proprietor or partner- listed on the attached sheet. t ship and have no employees These sub -contractors have working for me in any capacity. workers' comp. insurance. [No workers' comp. insurance 5. ❑ We are a corporation and its required.] officers have exercised their 3. ❑ 1 am a homeowner doing all work right of exemption per MGL myself. [No workers' comp. c. 152, § 1(4), and we have no insurance required.] t employees. [No workers' comp. insurance required.] Type project (required): 6. New construction 7. ❑ Remodeling 8. ❑ Demolition 9. ❑ Building addition 10.❑ Electrical repairs or additions 11.❑ Plumbing repairs or additions 12.0 Roof repairs 13 ❑ Other *Any applicant that checks box #l1 must also fill out the section below showing their workers' compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such, tContractors that check this box must attached an additional sheet showing the name of the sub -contractors and their workers' comp. policy information. l am an employer that is providing workers' compensation insurance for my employees. Below is the policy and job site information. , /I l i z , Insurance Company Name: ''olicy # or Self -ins. Lie. ! t #: lob Site Address: / O Wr/LTi ,�e� xpiration Date: City/State/Zip: l,ttach a copy of the workers'. compensation policy, declaration page (showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a ine up to $1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine if up to $250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of nvestigations of the DIA for insurance coverage verification. do hereby certify u er tl 7ains an res of rjury that the information provided a ove is true and correct I nature: Date: — ione #: Official use only. Do not write in this area, to be completed by city or town official. City or Town: Permit/License # Issuing Authority (circle one): 1. Board of Health 2. Building Department 3. City/Town Clerk 4. Electrical Inspector 5. Plumbing Inspector 6. Other Contact Person: Phone #: 3113 Information and Instructions Massachusetts General Laws chapter 152 requires all employers to provide workers' compensation for their employees. Pursuant to this statute, an employee is defined as "...every person in the service of another under any contract of hire, express or implied, oral or written." An employer is defined as "an individual, partnership, association, corporation or other legal entity, or any two or more of the foregoing engaged in a joint enterprise, and including the legal representatives of a deceased employer, or the receiver or trustee of an individual, partnership, association or other legal entity, employing employees. However the owner of a dwelling house having not more than three apartments and who resides therein, or the occupant of the dwelling house of another who employs persons to do maintenance, construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer." MGL chapter 152, §25C(6) also states that "every state or local licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any applicant who has not produced acceptable evidence of compliance with the insurance coverage required." Additionally, MGL chapter 152, §25C(7) states "Neither the commonwealth nor any of its political subdivisions shall enter into any contract for the performance of public work until acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority." Applicants Please fill out the workers' compensation affidavit completely, by checking the boxes that apply to your situation and, if necessary, supply sub-contractor(s) name(s), address(es) and phone number(s) along with their certificate(s) of insurance. Limited Liability Companies (LLC) or Limited Liability Partnerships (LLP) with no employees other than the members or partners, are not required to carry workers' compensation insurance. If an LLC or LLP does have employees, a policy is required. Be advised that this affidavit may be submitted to the Department of Industrial Accidents for confirmation of insurance coverage. Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested, not the Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy, please call the Department at the number listed below. Self-insured companies should enter their self-insurance license number on the appropriate line. City or Town Officials Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant. Please be sure to fill in the permit/license number which will be used as a reference number. In addition, an applicant that must submit multiple permit/license applications in any given year, need only submit one affidavit indicating current policy information (if necessary) and under "Job Site Address" the applicant should write "all locations in (city or town)." A copy of the affidavit that has been officially stamped or marked by the city or town may be provided to the applicant as proof that a valid affidavit is on file for future permits or licenses. A new affidavit must be filled out each year. Where a home owner or citizen is obtaining a license or permit not related to any business or commercial venture (i.e. a dog license or permit to burn leaves etc.) said person is NOT required to complete this affidavit. The Office of Investigations would like to thank you in advance for your cooperation and should you have any questions, please do not hesitate to give us a call. The Department's address, telephone and fax number: The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 600 Washington Street Boston, MA 02111 Tel. # 617-727-4900 ext 406 or 1-877-MASSAFE Fax # 617-727-7749 Revised 5-26-05 www.mass.gov/dia v"r cv .. l ( r. 1 ;r f/ 1f Enter construction cost for fee cal North Andover Fee Calculation Construction Cost $� 811Oi„O�O�O.0�0! Building Fee $ 9,720.00 Plumbing Fee $ 1,215.00 Gas Fee 100 comm. $ 1'00..0.0 Electrical Fee $ 1,215.00 Total fees collected $ 12,250.00 C of O 200 Dated?1?. y d TOWN OF NORTH ANDOVER PERMIT FOR GAS INSTALLATION This certifies that.. ,� �, e.,- .. _ . has permission for gas installation ..r .............. in the buildings of .(i,�,� .�'�G/y�� �� ............... at ... � ... Q0-.,J. ,� . C� , C.�, .. , . , , North Andover, Mass. Fee .. Lic. No. 7.. . a 'tom' ................. GASINSPECTOR Check � r 10 1tl l iAzi FIREPLACE FRYOLATOR FURNACE GENERATOR GRILLE INFRARED HEATER LABORATORY COCKS MAKEUP AIR UNIT OVEN POOL HEATER ROOM / SPACE HEATER ROOF TOP UNIT TEST UNIT HEATER UNVENTED ROOM HEATER WATER HEATER INSURANCE COVERAGE have a current liab_ ility insurance policy or its substantial equivalent which meets the requirements of MGL. Ch. 142 YES �NO [% IF YOU CHECKED YES, PLEASE INDICATE THE TYPE OF COVE GE BY CHECKING THE APPROPRIATE BOX BELOW LIABILITY INSURANCE POLICYV-1OTHER TYPE INDEMNITY BOND El OWNER'S INSURANCE WAIVER: I am aware that the licensee does not have the insurance coverage required by Chapter 142 of the Massachusetts General Laws, and that my signature on this permit application waives this requirement. CHECK ONE ONLY: OWNER ED AGENT 0 SIGNATURE OF OWNER OR AGENT 1 hereby certify that all of the details and information I have submitted or entered regarding this application are true and ac rate o the b m knowledge and that all plumbing work and installations performed under the permit issued for this application will be in compliance 'th rtin ' of the Massachusetts State Plumbing Code and Chapter 142 of the General Laws. PLUM BER-GASFITTER NAME LICENSE # MP 52r/MGF EjI JPD_ I JGF LPGI i CORPORATIONF-11 # PARTNERSHIP [J#= LLC [J# COMPANY NAME: ADDRESS CITY - --- _ � STATE ZIP _ __ TEL �7� �•2 f FAX _ CELL[_, �j�i EMAIL 6ref, af'p. MASSACHUSETTS UNIFORM APPLICATION FOR A PERMIT TO PERFORM GAS FITTING WORK CITY MA DATE it PERMIT # JOBSITEADDRESSQ�'xa OWNER'S NAME GOWNER ADDRESS _ TEL ___ �IIFAX_+ TYPE OR PST OCCUPANCY TYPE COMMERCIAL _ I © EDUCATIONAL ® RESIDENTIAL CLEARLY NEW: Id RENOVATION: E] REPLACEMENT: ® PLANS SUBMITTED: YES�_I NO 0j APPLIANCES 1 FLOORS-► BSM 1 2 3 4 5 6 7 8 9 10 11 13 14 BOILERBOOSTER g12 CONVERSION BURNER COOK STOVE . _ II=l DIRECT VENT HEATER 1tl l iAzi FIREPLACE FRYOLATOR FURNACE GENERATOR GRILLE INFRARED HEATER LABORATORY COCKS MAKEUP AIR UNIT OVEN POOL HEATER ROOM / SPACE HEATER ROOF TOP UNIT TEST UNIT HEATER UNVENTED ROOM HEATER WATER HEATER INSURANCE COVERAGE have a current liab_ ility insurance policy or its substantial equivalent which meets the requirements of MGL. Ch. 142 YES �NO [% IF YOU CHECKED YES, PLEASE INDICATE THE TYPE OF COVE GE BY CHECKING THE APPROPRIATE BOX BELOW LIABILITY INSURANCE POLICYV-1OTHER TYPE INDEMNITY BOND El OWNER'S INSURANCE WAIVER: I am aware that the licensee does not have the insurance coverage required by Chapter 142 of the Massachusetts General Laws, and that my signature on this permit application waives this requirement. CHECK ONE ONLY: OWNER ED AGENT 0 SIGNATURE OF OWNER OR AGENT 1 hereby certify that all of the details and information I have submitted or entered regarding this application are true and ac rate o the b m knowledge and that all plumbing work and installations performed under the permit issued for this application will be in compliance 'th rtin ' of the Massachusetts State Plumbing Code and Chapter 142 of the General Laws. PLUM BER-GASFITTER NAME LICENSE # MP 52r/MGF EjI JPD_ I JGF LPGI i CORPORATIONF-11 # PARTNERSHIP [J#= LLC [J# COMPANY NAME: ADDRESS CITY - --- _ � STATE ZIP _ __ TEL �7� �•2 f FAX _ CELL[_, �j�i EMAIL 6ref, af'p. F O z 0 H U a w 0 r a z Oz N❑d W r � W O� a Z LU W � � Q w 5 CO)a O �+ w CW7 o a a a � U �y J m CL a U) x w I- LL H O z 0 H U W C7 DATE: 4I?71 (� LOCATION: I 1) el� P" OWNERS NAME: GENERATOR kw NO INSTALLATION OR GROUND DISTURBANCE BEFORE APPROVALS* CONTRACTOR: PHONE NUMBER: ELECTRICAL RESIDENTIAL 1'-� � %2- ELECTRICAL oz COMMERCIAL TEMPORARY LOCATION OF GENERATOR: "'ZONING DISTRICT: a � *CONSERVATION APPROVAL , -� `�D` tvo^. I ql.h.jLubiS' IMP Ml Lu= Cl) Lu LLM (1) cnw z (W) (!)U).:i j U- 0 w LLJ 0. < A < Ln cw f)(1) w<M LLIa M =W) LU 0 aw LU LLJ N. North Andover MIMAP May 13, 2013 - r -Ra r . is k. � � �R •. P ,,,> w » �•a c`�, � , iitZ A v s V ��"'� a ,�e ! `� r �.� '�'- y° •,�" t ��rs � ' t �j e '° . f'l t y a,y ham. v �",� b(� 7%14 " XP 1&y. eW :V.. Tk.. ,+°"' s -. � + '* �fi a @ y,n r '� .r �T � ,� ,; v t�� �1�' �f`y .• � "�n.+s '�".... t f 4 t Interstates - Interstate Major Roads Horizontal Datum: MA Slaleplane Coordinate System, Datum NAD83, Roads Meters Data Sources: The data for this map was produced by Merrimack Cr Easements f AORTN Valley Planning Commission (MVPC) using data provided by the Town of North Andover. Additional data provided by the Executive Office of ❑MVPC Boundary `1 �el+�a a rb+! CO Environmental A%airs/MassGIS. The information depicted on this map is L7 Parcels f A for planning purposes only. if may not be adequate for legal boundary 9 definition or regulatory interpretation. THE TOWN OF NORTH ANDOVER MAKES NO WARRANTIES, EXPRESSED OR IMPLIED, CONCERNING - K THE ACCURACY, COMPLETENESS, RELIABILITY, OR SUITABILITY OF THESE DATA. THE TOWN OF NORTH ANDOVER DOES NOT ♦ ASSUME ANY LIABILITY ASSOCIATED WITH THE USE OR MISUSE OF THIS INFORMATION ,SSACMtJs�� 1"=195ft 4" North Andover MIMAP May 13, 2013 #7,0 10 . -011 �1`A• 10 .=010 V� �#1052 O -0Q05 #1046; �`'� 103:0-0 40 10 .0-004 s•� - l� �� 103.0-0027 143.0-004 ¢+� �� #1011 �y� 103:0=0055 0-0042 Jul jf $ 1'03:0.4056 #25 103.0-0035 '_• . -1U3:0=0 28,#11.10 • iii' �` r , _ n � ' _WaterProte tion .: ..:"._ , ., .. • •:. -..- � .. 143:0-0132:#990 _- ... � - . • i A,-11.035 � � ` •' ' � 103:0=00 8 #94,0 #960 �V>ATER*` 103.0=0130 F i r f U - Mao 14 :0 0036 103e0-Ol =. { 103:0-001 103:0-0085 Rail Line W Wetlands Zoning Interstates — Interstate C Exempt Lands C Busine s 1 District 0 Busine s 2 District 4 Busine 3 District Horizontal Datum: MA Stateplane Coordinate System, Datum NAD83, — Major Roads 1 s C Busine s 4 District NOR7M Meters Data Sources: The data for this map was produced by Merrimack Valley Planning Commission (MVPC) using data provided b the Town ofRoads 4 r Easements 0 Genera Business District RAPlanne Commercial Dev D Comido Development Dist f q O +t�ao ,e a +e �O North Andover. Additional data provided by the Executive Office of Environmental Affairs/MassGIS. The information depicted on this map is ❑MVPC Boundary Q Municipal Boundary Zoning Overlay tO Comdo Development Dist ®Comido Development Dist *..:Industri I 1 District C7 C _ M ., '. 9. ♦ smw ••, for planning purposes only. It may not be adequate for legal boundary definition or regulatory interpretation. THE TOWN OF NORTH ANDOVER MAKES NO WARRANTIES, EXPRESSED OR IMPLIED, CONCERNING THE ACCURACY, COMPLETENESS, RELIABILITY, OR SUITABILITY 13 Adult Entertainment Industri il2 District ♦- } # OF THESE DATA. 0 Downtown Overlay District © Historic District ■9 Industri 13 District O Industri I S District c i' + 9+n Oft" - • ' THE TOWN OF NORTH ANDOVER DOES NOT ASSUME ANY LIABILITY ASSOCIATED WITH THE USE OR MISUSE OF ®Water Protection Reside ce 1 District t3 Reside ce 2 District _ �f19 ++y�o '�`y'h S E� THIS INFORMATION Parcels a R—de ce 3 District SgCM175 0 Hydrographic Features de ce 4 District 1 " = 195 ft cde ca District - Streams YYY dece 6 District ,Z eadenbal District McKENZIE NNOMMUMS COMPANY, INC. January 25, 2013 Kasilof Enterprise, LLC 34 Sears .Drive, Apt. 2 Rindge, NH 03461 Attn: Matthew Olson Re: Inspection of Structural Framing Beam and Column Components 950 Great Pond Road North Andover, MA Dear Matthew, The following information is in regards to a site inspection performed by Yvon Boucher, an engineer from my office on January 24, 2013 of the structural beams of the first and second floor framing of the residence located at the above mentioned address. You asked this office to inspect the structural beams because the building department requested a sign—off letter. The extent of our inspection was solely with respect to the structural beams and posting requirements as specified by this office for the first and second floor framing. The structural framing requirements designed by my office are as stated in letters dated October 15, 2012, and November 16, 2012. The floor joists used for the first and second floors, as well as the roof trusses were specified by others. Based on Yvon's observations, the structural beams and posting requirements are as specified by us for the first floor framing. With respect to the second floor framing the beams and posting currently existing are as specified by us. However there is one beam in tile second floor framing that was omitted. You told us that the beam had been omitted because the floor joists had been designed to clear span from the center bearing wall to the exterior wall, and therefore did not require a beam be installed. You provided us with the stamped design information for the joists in this area. I have included a copy of the stamped design information for the joists where the beam was omitted with this letter for your records. Please call if you have any questions. Very T Peter M. Reynolds, P.E. file:ME-3526\950 Great Pond Road Framing Inspection Letter 01-25-13 3 0 5 WHITNEY STREET LEOMINSTER, MASSACHUSETTS 01453 WWW.VICKENZIEINC. 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ANDOVER, MA 28522 F1 Flow Thus jQor 6 �RY960 1 Job Reference 'oral Truss Engineering Corp., Indian Orchard, MA 01151 .250 a Jan 25 2012 MITek Industries Inc Mon Nm 12 05:54:002012 Paggee 1 ID:SPJw9BAG WOuv4hFJahOVuyLLH 1-nM_SIJemHOjht7,{7 opLDUaOh Wj51YxoPPkgGC7yK11 0-1-8 H!260 �-0 2�� i2-24 Sca181:45 4x6 = 3x4 = 3x6 FP= — 2 3x6 FP= 30 = 4X6 = 1 2 4 56 7 8 10 11 12 13 14 16 17 t1 vf:s 21 -- 26 25 24 12 23 22 21 20 19 18 3x6 = 4x9 = 3x4 = 4x6 = 4x9Fp= 4x6 = 3x4 = 4X9 = 3x6 = 877NU �pNN 877q/O!i 18-0.0 36-M 18-" 1840-0 Plate Offsets 41-6Ed 41-60-0-01.11141-8Edge1,112:0-1-80-Mi 117:41-6Edae1 (20:0-1-0Ewe] 1:41AE a :0-" 4:PIA LOADING (Psf) SPACING 1-7-3 CSI DEFL in (loc) Well Ud PLATES GRIP TCU. 40.0 Plates Increase 1.00 TC 0.68 Vert(LL) -0.30 19-20 >712 480 MT20 197/1" TCDL 10.0 W mbar Increase 1.00 BC 0.53 Veht(TL) -0.54 24-25 >399 360 BCU. 0.0 Rep Stress Ina YES WB 0.35 HorATL) 0.07 18 n/a n/a SCOL 10.0 Code IRC2009/TP@007 (Matrix) Weight 162 lb FT =4%F,10%E LUMBER TOP CHORD 4 X 2 DF 2850E 2.3E 6) Recormmend 2x6 sbongbeda, on edge, spaced at 10-0-0 ac and fastened to each BOT CHORD 4 X 2 SYP 285OF 2.3E TOP CHORD truss with 3-l0d (0.131"X 3')nabs. Strongbadw to be attached to waft at Meir outer WEBS 4 X 2 SPF No2 2-3-2188/0.3-4-218M, 452459/0, 5 6=245910, ends or restremed by oher means. BRACING 6-7=2459/0, 7-8=-245910, "=,3i 504, 940-315214, T) CAUTION, Do not erect truss backwards. TOP CHORD 10-11_245910,11-12--2459/0,12-13=-245910,13-14--245910, 8) All Plates 20 Gauge Unless Noted Structural wood sheathing directly applied or 6-60 oc purlins, except end verticals. 14-15=2188/0,15-16=218910 BOT CHORD BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-" oc bracing. 25-26=011309,24-25=0/2578,23-24-W459,22-23=0/1 512, Standard 21-72=0/1512, 2421-02459,1920=02578,18-19-0/1309 , REACTIONS (Min) WEBS 18 8551458 (nen. 41.8) 9-22-28010,2-26--1515/0,8-22--1455/0,2-25--011026, 25 = 8551458 (rmn. 0-1.8) 1711145$ 41-6) 6-23-0/1233, 7-23=451/0, 4-25=455/0, 4-24=282/132, 16-18-151510,10-22--1455M, 16-19=WI026, 1421=-0/1233, - 22 (uni n. Max Grey 11-21-45110,14-19=45510,14-20=2821132 � (.OF 18 877(LC 4) NOTES #' 4q�' 26 877(LC 7) 22 1711(LC 1) (8) 1) Unbalanced Boa five loads have been considered for this design. t f Sir H 4 2) AN Plates are 2x3 MT20 unless otherwise indicated. {,fi FORCES (ib) - Max. CompJMax. Ten. - AO tortes 250 (Ib) a less except when shown. TOP CHORD 3) AN bearings are assumed to be SPF No2 . 4) This truss is designed in accordance oft the 2009 International Residential Code 2 3=2188/0, 3A=-218810, 45=-245910, 5-6-24591sections, sections R502.11.1 mW R802.102 and referenced standard ANSIRR 1. •�'` c'1 6-7=245910, 7$=245910, 83=315214, 910--315214, 5)'Semid@d pitchbreals with fixed heels- Member aM fisdly model was used in the Ste' •` ` /h 1411-245910,11-12--2459,D, Q -13-245910,13-14=245M, me" and design of this tons. 14-15=2188/0,15-16=218810, TC •, �_ Job Truss P r POND RD. N. ANDOVER, MA 28522 �T—Typ. FIA Floor Truss 2 2 1rence E90REAT o al ona%, Truss Engineering Corp, Indan Orchard, MA 01151 s Jan 15 2012 MiTek Irrdustries, Inc. Mon Nm 1205:54:32 2012 Page 1 ID:SP,NMAG WOuv4hF, jahBVuyLLH 1-rV&Y0g1 AFI9i2mBUXwknKl9McOg2P18miQyLHyK11 0-1-8 2-6-0 I i 21 0v1-8 H r Sr=1:22 54-8 20 II 3x4 11 4x6 = 20 11 2x3 11 3x4 = 20 11 4x6 = 2x3 = 1 2 3 4 5 6 7 8 14 1=FBII.. 12 11 10 US = 4x6 = 3x4 = 3x8 = 3x6 = 851#10# 84MON 18-0-0 18-U Plate Xsets (X Y): [1:Edge0-1-8 , [3:0.1-8 Edge! 14:0.1-0 0-0-0) [8:0-1-8 Edgel, [11:0-1-8 Ewe] 12:0.1.8 E LOADING (psf) SPACING 1-73 CSI DEFL bh (loc) Ildefl L/d PLATES GRIP TCLL 40.0Plates Increase 1.00 TC 0.59 Ved(LL) -0.32 10.11 -671 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.54 10-11 >391 360 BOLL 0.0 Rep Stress lncr YES WB 0.33 Hwz(TL) 0.04 9 Na Na BCDL 10.0 Code IRC2009FrP0007 (Matrbr) Weight 84 lb FT = 4%F, 10%E LUMBER TOP CHORD 4 X 2 SYP 2850E 2.3E NOTES (6) BOT CHORD 4 X 2 SYP 2850E 2.3E 1) Unbalanced floor live bads have been considered for this design. WEBS 4 X 2 SPF Not 2) AO hearings are assumed to be SPF No.2 . BRACING 3) This truss is designed in accordance with One 2009 International Residential Code TOP CHORD sections R502.11.1 and R802.102 and referenced standard ANSI TPI 1. Structural wood sheathing directly aWmd or 6-04) oc porins, except and verticals. 4) "Semi-rigid ptdhbreaks with fired heels" Member and flvily model was used in the BOT CHORD analysis and design of this truss. Rigid ceiling dtrectly applied a 1 O -U oc bracing. 5) Recommend 2x6 shonghads, an edge, spaced at 1040 oc and fastened to each valh 3-10d (0.131"X 3) nails. Strongbads to be attached to walls at Ocir outer RCTION (whim) REA ends a resbamed by other means. ends 13 851A)-58 (mhh. 0.1-8) 6) AO Plates 20 Gauge Unless Noted 9 8460" (n in. 0.1-0) LOAD FO�ORb)b) - Max. CompAtx. Ten. - AO forces 250 (Ib) or less except when shown. �S) �lC)f 4g 2.3=-223910, 34-223910,4-5=2239/0, SW -208710, � } BOTCHORD 12-13=11251,11-12--OM39,10.11-02427, 9-10 11259 WEBS 7-9-1456/0, 2 -13 -1451M.7 -104M7,242=011160, ] 3-12--415!0, 5.10-39100, 5-11-360/187 J 28521 0-1-8 F1GE I Floor Truss 3x6 FP= ' I 1 IJob Reference (Wbc ID:SPJ v98AGWOuv4hF, 0-1-6 Scale =1 1 59 15 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 3x4 = 3x4 = 3x4 = 3x6 FP= LOADING (Pat) SPACING 1-7-3 TCLL 40.0 Plates Increase 7.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code IRC2009/TPI2007 LUMBER TOP CHORD 4 X 2 SPF 1650E 1.5E BOT CHORD 4 X 2 SPF 1650E 1.5E WEBS 4 X 2 SPF No2 OTHERS 4 X 2 SPF bbl BRACINO TOPCHORD SbuxAaal wood sheathing dewily applied a 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid calling directly applied a 10-0-0 oc bracing. REACTIONS Ali bearings 36-0-0. (lb) - Max Gmv All reactions 250 lb or less atjoint(s) 57, 30, 56, 55, 54, 53, 52, 51,50, 49, 48, 47, 46, 45,44, 43, 42, 41,40,39, 38, 37, 36, 35, 34, 33, 32.31 FORCES gib) - Max. CompJMax. Ten. - Aa faces 250 (lb) a less except when shown. NOTES (9) i) AN plates are 2x3 MT20 unless otherwise indicated. 2) Gable rectums continues bottom dead beadrg. 3) Truss to be fully sheathed from one face a securely braced against lateral movement (.e, xiagnel web). 4) Gable sheds spaced at 14-0 oc. 5) AO bearings are assumed to be SPF Not. 36-U CSI DEFL in Doc) Udell Ud TC 0.04 Vet(LL) No - No 999 BC 0.01 Vert(TL) No - No 999 WB 0.02 Horz(TL) 0.00 30 Na Na (Matra) 6) This buss is designed in accordance v4tl1 the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANS[/TPI 1. 7) "Semi-rigid pitdtbreaks with fixed heels" Member end fluty model was used in the analysis and design of this buss. 8) Recommend 2x6 strongbacks, wedge, spaced at 10-0-0 oc and fastened to esch buss with 3-10d (0.131"X 3") nabs. Sbongbacks to be aftche to walls at their outer ends a restrained by other means. 9) All Plates 20 Gauge Unless Noted LOAD CASES) Standard PLATES GRIP MT20 1971144 Wight: 130 lb FT=4%F, 101/6E . Job Truss Truss, Type Qty 950 GREAT POND RD. N. ANDOVER, MA 28522 F2 Floor Truss 7 1 Job Reference on7 Tess Engineenng Corp., Irsian Orchard, MA 01151 7.250s ID:SPJw98AGWVuv4hFJahBVuyLLH1-NDubNJDtzAmtOV Jan 252012l/uTek Industries Inc. Mon Nov1205:54:482072 yge 1 �QuCURIPs03TLodRTRCIovLyK11 2-7-0 , I 2-6-0 r 1-10-8 01-8 Scale =1:22 2x3 II 6x9 = 3x4 = 3x4 = 2x3 11 3x4 = 2x3 11 3x4 = 2x3 11 4x6 = 2x3 = 1 2 3 4 5 6 7 8 9 BI 16 15 14 13 12 11 84744 4x9 = 2x3 11 3x4 = 3x8 = ! MIM 0 2-10-0 5-6-0 18-0-0 044 2-7-0 2-7-8 12-6-0 Plate ORsels 4:0-1-8 Edgej, f5:0-1 8 0-0-0) (9:0-1-B,Edge),I12:0-1-8 Edge 13:0-1.8 Ed LOADING(psf) SPACING 1-7-3 CSI TC 0.71 DEFL in (loc) 9de8 Lid Vet(LL) -0.3111-12 >680 480 PLATES GRIP MT20 1971144 TCLL 40.0 TCDL 10.0 Plates Increase 1.00 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.57 11-12 >375 360 BCLL N. Rep Stress Incr YES WB 0.43 Horz(TL) 0.05 10 Na Na Weight 80 lb FT=4%F, 10%E BCAL 10.0 Code IRC2009ffP12007 (Matrix) Lt1MBER TOP CHORD 4 X 2 SPF 1650E 1.5E NOTES (8) BOT CHORD 4 X 2 SYP 285OF 2.3E 1) Unbalanced Boa five bads have been considered for Nis design. WEBS 4 X 2 SPF No2 2) AB bearings are assumed to be SPF Not. OTHERS 4 X 4 SYP No2 3) Beading atjoint(s)17 considers parallel to grain value using ANSVrP11 angle to grain BRACING formula. Building designer should verify capacity of bearing surface. TOP CHORD 4) This toss is designed in accordance with the 20091ntematiorwl Residential Code Structural wood sheeting directly applied a 6*-0oc purlins, except and verticals. sections R502.11.1 and R802.102 and referenced standard ANSIRPI 1. BOT CHORD 5) "Semirigid pitchbreals with feed (reels' Member end fority model was used M the Rigid cellmg dnectty applied or I D 0-0 oc bracing. analysis and design of this truss. 6) Recommend 2x6 strongbaft, on edge, spaced at 10-0-0 oc and fastened to each REACTIONS (b/size) truss wit 3-10d (0.131° X 3) naiIs. Strongbads to be attached to wells at their outer 10 84510-58 (.11.0.18) 647/0.38 0.18) ends a restrained by other means. 17 (min. 7) CAUTION, Do not erect truss backwards. ..nruI OF FORCES (Ib) - Mmn. ComplMex. Ten. - All forces 250 Bb) a tm except when shovm. 8) AN Plates 20 Gauge Unless Noted TOP CHORD 1-2=-134010, 28=-133710, 3d=133710, 45=226010, LOAD CASES) t' r• `. 5.6-- 010, 6-7=20851017-8-2%510. 1-17=44710 Standard BOTCHORD 1314'-O226D,12-13 2260,11-12=02414,10-11 11258 &10=145510,1-14--011513, &11=01M, 4-14=-1084/0, &11=38310, &12=3201185 Job Truss Qty 950 GREAT POND RD. N. ANDOVER, MA �Tusalryp. [1h, 28522 F3 Floor Truss 5 1 'oma Truss Fsgneering Corp., In6an Orchard, MA 01151 Job Reference 7.250 s Jan 25 2012 M -Tek Intluatrles, ix. Mon Nov 12 05:56:16 2012 F� 1 ID:SPJw98AGWOuv4hFjah8VuyLLHI-oWCtrOH4FCrOB0)AeNn77F2xVYSHPR2ohucs Fytc1G 0-1-8 2-6-0 2-4-8 5 7 8 2-7-0 H t � =1:zo. 2X3 11 2x3 = 3x6 = 20 11 30 = 20 11 3x4 = 3x4 = 6X9 = 1 2 3 4 53x4 6 7 8 13 12 11 10 9 3X6 = 4x6 = 2x3 I I 20 11 4X9 = 749 10-6-0 113-1-8 1 15-7-8 17p'V1V 10-6-0 2-7-8 2-6-0 -4 Plate Offset K :0-38 Ed 11:0-1A 0-0-0 12:0-1-8 E LOADING (pal) SPACING 1-7-3 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 40.0 Rates Increase 1.00 TC 0,63 Vert(LL) -024 12-13 >772 480 RM0 1971144 TCOL 10.0 Lumber Increase 1.00 BC 0.77 Vert(fL) -0.47 9 >404 360 j BCLL 0.0 Rep Stress lncr YES WB 0.37 Hwz(TL) 0.05 16 Na Na BCDL 10.0 Code IRC2009frP12007 (Mabbr) Weight 66 Ib FT = 4%F, 10%E LUMBER TOP CHORD 4 X 2 SPF 165OF 1.5E NOTES (8) BOT CHORD 4 X2 SPF 165OF 1.5E 1) Unbalanced floor five loads have been considered for this design. WEBS 4 X 2 SPF Not 2) AD bearings are assumed to be SPF No.2. OTHERS 4 X 4 SYP No2 3) Bearing at fr"s) 16 considers parallel to grain value using ANSUM 1 angle to grain BRACING formula. BtaWng designer should verify capacity of hearing surface. TOP CHORD e 20091nteational Residential Code 4) 7h¢ truss is designed in accordance with Nm SW wood sheathing directly applied a 6-0-0 oc pu/0rs, except end verOcals. sections R502.11.1 and R802.102 and referenced ISTPI standard AV1. BOTCHORD CHHORD 5) •Semi-ngld pfthbreaks with fixed heels" Member end fixity model was used m the Riad ceding directly applied a 10-0-0 oc bracing, analysis and design of this truss. REACTIONS (INsize) 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each 14 = 749/0-58 (mm. 0-1-8) buss w8h 3-I0d (0.131"X 3') na0s. Strongbacls to be attached to waft at 8ceir outer 16 = 751103-8 (min. 0-18) ends or restrained by other means. 7) CAUTION, Do not erect trues backwards. 8) Afi Plates 20 Gauge Unless Noted - st is Of FORCER 01b) - Max. CompJMax. Ten. -An forces 250 Ob) or less except when shown. TOP CHORD y. `ry 2-3=177010, 34-1770/0, 4-5=185510, 66=-117010, LOAD CASE(S) Standard H 6-7=1170/0, 78=-117310, 8-16=75110 BOTCHORD 13-1411082,12-1311855,11-1211855, 10-11 -011855 lAFRS 8.1 0 11324, 2-14=125010, 2-13.OW3, 5-10-83710, 3-13=271/0, 4-13=344FJ4 ID:SPJw98AGWOuv4hF_ 0-1-8 HOI-9-8I i 2-6-0 I 4x4 = 2-7-0 3x4 = 4X9 = 3x8 = 3x4 = 2x3 11 4X9 = 1?r ? 1-0-0 13-8-018-1-8 18-0-0 18-7$ , 1-0-0 12-3-4 2-7 8 1-10 8 0-7-8 n_'1 49 0-48 LOAMNO 1,111SPACING 1-73 CSI DEFL in poo) Ildell Vd I PLATES GRIP TCU. 40.0 Plates Increase 1.00 TC 0.75 Vert(U) -028 1415 >753 480 MT20 1971144 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vet(TL) -0.52 1415 >409 360 SCLL 0.0 Rep Stress Ina NO WB 0.42 Hwz( L) 0.04 19 nle Na BCDL 10.0 Code IRC2009JTP12007 (Matra) Weight 89 (b FT = 4%F, 10%E LUMBER TOP CHORD 4 X 2 SPF 165OF 1.5E BOT CHORD 4 X 2 SYP 2650E 2.3E WEBS 4 X 2 SPF NO2 OTHERS 4 X 4 SYP NO2 BRACING TOPCHORD Struhtlral wood sheathing directly applied w6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (R)Mze) 16 109910-5A (rein. 0-1.8) 19 829/018 (min. 01-8) Max Gmv 16 1099(w 1) 19 837(LC 3) FORCES 0b) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2113710, 4-5-2037/0,5.6-220910,6-7=-220910, 7-8=132010, 6-9=132010, 9-10-132410,10-19—B37ro BOTCHORD 1516-0/1222,14152359,1314=0/2209,12-13 10-12=011494,3-16--143310,3-15-G%7,7-12-104110, WESS 10-12=011494,3-16-143310,3-15-01967,7-12-104110. 515-39110, 574=-315205 NOTES (10) 1) Unbalanced floor We bads have been considered for Ods design. 2) AN bearings are assumed to be SPF Not. 3) Beadng at jdnt(s)18 considers parallel to grain value using ANSITPI 1 mgie t0 grain formula. B�Bding designer should verify capacity of bearing surface. 4) This truss Is designed in aaxwith the wthe 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIRPI I. 5) "Semirigid pachbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbada, on edge, spaced at 10-0-0 oc and fastened to each suss wit 3-10d (0.131"X 3')nails. Slrahgbadm to be attached to wags at their outer ends a restrained by other means. 7) CAUTION, Do not erect Inns backwards. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ioad(s)140 th down at 0-2-4 w top chord. The design/selectlon of such connection devices) is the respohsb,Tdy of others. 9) In the LOAD CASEce S) section, loads applied co the faof to suss am noted as frond (F) or back (B). 10) An Plates 20 Gorge Unless Noted LOAD CASE(S) Standard 1) Floor: Lumber 1n 1.00, Plate Increase -1.00 Uniform Loads (qt) Vert 11-17=16,1-10-80 C.oncenbated Loads (lb) Veit. 1-140(F) 1-6 Job Tnss Truss Type city Pty GREAT POND RD. N. ANDOVER, MA 28522 F5 Floor Truss 9 1 1950 Job Reference inal Truss ngneedng Corp., In—clan Orchard, MA 01151 250 _ 7. s Jan 25 2012 MiTek ndustries Ix. Mon Nov 1205:57:05 12 1 ID:SPJw98AGWOuv4hF-jahBVuyLLH1-s�079tpiGORZIIybyA9cUbalgICXOZte0y5. C 1F 2-6-0 , 2-7-0 1-544 Scall =1:22 5.7-8 r I 3x4 = 3x4 — 6X9 = 3x4 = 2x3 11 3x4 = 3x4 = 2x3 11 3x4 = 2x3 11 3x4 = 6x9 = 1 2 3 4 5 6 7 8 9 10 o 17 16 15 14 13 12 11 104SAM 4x12 = 2x3 11 2x3 11 3x6 = 402 = 1046fNU 0-0 8 18-0-0 3 2-9-8 17-5-12 1 -9 3 25-0 14-8-4 013-401 0-4-8 0-2-10 Plate Offsets41-0Ed 5:0-1AE a 110:03 Edge111461-80-0-0] [15:0-1-0Edgel LOANXNO (psf) SPACING 1-7-3 Cal DEFL in poc) Well Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(ll.) -0.191314 -999 480 MT20 1971144 7CDL 25.0 Lumber Increase 1.00 BC 0.66 Vett(TL) -0.4413.14 >480 360 BCLL 0.0 Rep Stress Inor YES WB 0.52 Horzn) 0.01 19 Na rJa 13CDL 10.0 Code IRC20091TPI2007 (Math) Weight 81 1b FT - 4°/%F, 10%E LUMBER TOPCHORD 4 X 2 SPF 165OF 1.5E BOT CHORD 4 X 2 SYP 28501F 2.3E WEBS WEBS 4 X 2 SPF ND2 1 -16=0/1W2,346 -26110,446-1127M, 4-15 290, OTHERS 4 X 4 SYP Not 10-12-11649, &12--25910.7-12-1059/0,7-13=01570, BRACING 6-13-352/0,5-13=631501,5-14-266M TOPCHORD Structural wood sheathing directly applied or 6-04 oc pud'ns. NOTES (7) BOT CHORD 1) Unbalanced floor live loads have been considered for this design. Rigid ceiling doectly applied or 10-" oc bracing. 2) AO bearings are assumed to be SPF No.2 . 3) Bearing atjoings) 18, 19 considers parallel to gain value using ANSI/TPI 1 angle to REACTIONS (misize) gram formula. Bnlildmg designer should verify capacity of bearing surface. 18 = 104510-7-0 (min. 0-1-8) 19 1046x3.53 (mm. 0-1-8) 4) This inns Is designed m accordance with the 2009 International Residen5al Code sections R502.11.1 and R8MA02 and referenced standard ANSI TPI 1. 5)'Semmrigd pitchbrealm v4th fixed heek" Member end fitly model was used in the WF r,y "+C� FORCES Qb) - Max. CompJMax. Ten. - All forces 250 (Ib) w less except when shown. analysis and design offt truss. TOP CHORD 6) Recommend 2x6 strungbachs, on edge, spaced at 10-0-0 co and fastened to each a 1-2-161210, 23=-160810, 3-4—I WM, 45=-272010, "--3018[0,6-7-3018M, 741--1623/0.8-9--1623/0, truss vft 310d (0.131"X 3') natls. Sbongbeft to be aftdmd to walk at dneh ouber ends or restrained by other means. 9.10=162710,1-18-104510.10-19=1046/0 7) A8 Plates 20 Gauge Unless Noted BOTCHORD --M 1i1S=nn7M 1t1/� LOAD CASMI WEBS - - Standard 1-16--011832, 316=28110, 41-116-1779/0,41-15-02M, 10.112-0111849,11-12-25910, 7-12-1059/0,743-0570, Truss 14 I t (,lob Reference (optic ID:SPJw98AGWOuv4hF_ 0-4-0 6x6 = 3x6 11 3x6 11 6x6 = 1-3-0 2 , 0-10-6 -3-d , 1-4-0 ¢ 0.4% 0 E 1 f1:0-1-8 el 3x4 = 3x4 = 1-7-0 2-8.5 61 4-0-8 6 LOADING (psi) SPACING1-7-3 TCLL 40.0 Plates Increase 1.00 TCOL 10.0 Lumber Increase 1.00 BCU- 0.0 Rep Stress Incr YES BCDL 10.0 Code IRC2009/TP120(17 LUMBER TOP CHORD 4 X 2 SPF 1650E 1.5E BOT CHORD 4 X 2 SPF 1650E 1.5E WEBS 4 X 2 SPF Not OTHERS 4 X 4 SYP Not BRACING TOPCHORD Structural wood sheathing daectly applied or 44-0 oc purfins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1 18410-38 (min. 044) 9 = 183/0-3-8 (min. 0-1-8) FORCES (Ib) - Max. ComplMax. Ten. -All forces 250 (b) or less except when shown. NOTES (9) 1) Unbalanced floor live bads have been considered for this design. 2) All bearings are assumed to be SPF No.2 . 3) Bearing at Joint(s) 9 considers parallel to gram value using ANSVTPI 1 angle to grain formula. Building designo should verify capacity of beating surface. 4) This truss ts designed in accordance whin the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSVrP1 1. 5)-SemFrigld pttdnbmaks with fixed (reels- Member end fidry model was used 7n the anaysis and design clans truss. CSI DEFLi n goc) Udell Ild TC 0.03 Vert(LL) -0.00 5 >999 480 BC 0.08 Ved(TL) -0.04 5 >999 360 WB 0.05 Horz(TL) -0.00 1 rVa Na (Matt) 6) Recommend 2x6 strongbadcs, on edge, spaced at 10-0-0 oc and fastened to each in= with 3-10d (0.13V X 3")nals, Strongbaci¢ to be attached to wags at their outer ends or restrained by other means. 7) Gap between inside of top dwd bearing and fast diagonal or vertical web shall not exceed 0.500m. 8) CAUTION, Do not erect truss backwards. 9) Ag Plates 20 Gauge Unless Noted LOAD CASES) Standard 9 R 0 0 PLATES GRIP MT20 197/144 Weight 23 b FT = 4%F, 10%E Scale: Job Truss Type Qty POND RD. N. ANDOVER, MA �Truss �Pii�9ORG 25522 F7 Floor Truss 4 Teas naenng Corp., Irxfien Ordrerd, MA 01151 ional 7.250 s Jan 252012 MiTek Industries, Inc. Mon Nov 12 05:57:54 2012 Per 1 ID:SPJw98AGWOuv4hFJahBVUyLLH1-wN7wPvTYAJB 1.4COJyY5zw6mk22eNo6rD8MeRZyK1 0-1-8 H I 2-6.0 I' 1— 1� 0- -0 Use =1:26. 2x3 11 2x3 11 5-3-12 5-3-12 2x3 = 3x4 = x = = x = II 3x4 = 2x3 = 1 2 3 4 6 7 8 9 18 r 7 1 ' 16 15 14 13 12 11 10 3x6 = 2x3 11 3x4 = 3x8 = 3x4 = 2x3 11 3x6 = 395#10# 1186#/0# 395#10# 10-0-0 20-0-0 10-" 10-0-0 Plate Ogsels:41-8 13:01-0 Edge] C .kL8 EdgeL 16:0-1$ Edge], [9:0-1-8Edge1 111:0-1-80-0-0] 112:0-1-8, 14:0-1$ Ed 15:01-8 E LOADING (PSI) SPACING 1-7-3 CSI DEFL in (loc) Udell Ud PLATES ORiP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.06 1314 >999 480 MT20 1971144 TCDL 10.0 Lumber Increase 1.00 BC 023 Vert(TL) -0.14 1314 >840 360 BCLL 0.0 Rep Stress lncr YES WB 0.19 Horz(TL) 0.01 10 Na Na 10. BCDL 0 Code IRC2009fM2007 (Matrix) Weight 82 lb FT - 41/6F, 10%E LUMBER TOP CHORD 4 X 2 SPF 165OF 1.5E BOT CHORD 4 X 2 SPF 165OF 1,5E BOT CHORD WEBS 4 X 2 SPF NO2 15-16=0/537,14-15=0I537.13-14-185276,12-13=185276, BRACING 11-121537, 10111537 TOPCHORD WEBS Structural wood sheddrV directly applied a 6-0-0 oc purlins, except and verticals. 2-16=-61610, 413-90210, 4-14=0458,11-10=61610. . BOT CHORD 013=90281, 6-12-01458 Rigid calling directly applied a 6-0-0 oc bracing. NOTES m REACTIONS (Iblsize) 1) Unbalanced floor live bads have been considered for ft design. 16352r45-6 (min. 0.") 2) A0 bearings are assumed to be SPF Not. 10 = 35210S8 (mm. 01-0) 13 118045-6 (min. 0-1 8) Max Gray 16 = 395(LC 7) 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11 A and R802.102 and referenced standard ANSITPI 1. 4) aSemi-rigid esign fthi tru faced heels" Member ere fodty model was used in the are design of Mrs truss. ,(�Ir OF : V" 10 = 395(LC 4) 13 1186(LC 5) - 5) Recommend 2ffi strongbaci¢, en edge, spaced at 10-00 oc and fastened to each 5) Recommend truss vft 310d (0.131" X 3j nails. Strengbadcs to be a8edwd to walls at their arta ends or restrained by olfrer means. tlr Yh FORCES (Ib) - Max. CompJMnc. Ten. - M faces 250 (Ib) or less except when shown. TOP CHORD 6) CAUTION, Do not erect truss backwards. 7) All Plates 20 Gauge Unless Noted Ct a ^F 2-3=-53710, 34=53710, 4b=0/774', 5.6=01774,6-7-537/0, 741�—M7f0 iLOAD CASES)}1 l C./ BOT CHORD Standard 15-16 1537,14-151537,1314-185276,12-13=185276, Job Toss Toss Type Gly 950 GREAT POND RD. N. ANDOVER, MA 28522 F7GE �Ply Floor Truss 1 1 nss Engineering Corp, Indan Orchard, MA 01151 Job Reference 250 a Jan 25 12 MiTek Industries, Inc. Mon Nw 1205:57572012 Pegs 1 ID:SPJw98AGW0uv4hFJah8VuyLLH1-Lyp22xVRTEa30Yxb745obYkKBF6raCelv5altuyK1F Ni$ 01-8 Scale =1:25. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 - 34 1Ell E1 1 1 1 1 1 1 1 1 1 1 , 1 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x4 = 3x4 = 20-0-0 20-0-0 Plate Offsets 16:(i-1BE LOADING (psf) SPACING 1-7-3 CSI GEFL in (loc) Well Ud PLATES GPoP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert{LL) Na - We 999 MT20 1971144 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) Na - n1a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(7L) 0.00 17 We Na BCOL 10.0 Code IRCMI TP 2007 (Matrix) Weight 74 lb FT = 4%F, 10%E LUMBER TOP CHORD 4 X 2 SPF 165OF 1.5E 6) This Was is designed In accordance with the 2009 tntallm oral Residen0al Code BOT CHORD 4 X2 SPF 1650E 1.5E sections R502.11.1 and R802.102 and referenced standard ANSVrPI 1. WEBS 4X2 SPF Not 7)'Semiri{pd pkdnbreaks with Pored Mees' Member and "model was used in the OTHERS 4 X 2 SPF Not analysis and design of this buss. BRACING 8) Recommend 2x6 sbongbads, on edge, spaced at 10-00 oc and fastened to each TOP CHORD tnw wf8h 3-10d (0.131" X 3") nails. Strongbac s lobe attaded to walls at Meir outer Structural wood sheathing dredy applied or 6-0-0 oc pur6ce, except and verticals. ends or restrained by other means. BOT CHORD 9) AO Rates 20 Gauge Unless Noted Rigid ceiling directly applied or 104W oc bracing. LOAD CASE(S) REACTIONS All bearings 200-0. Standard (Ib) -Mex Grav M reactions 250 b er less at joba(s) 32,17, 31.30, 29, FORCES 0b) - Max. CompJM=. Ten. -All forces 250 (b) or less except when shown NOTES (9) 1) All plates are 2x3 MT2D unless othowise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral mwemenht (.e. diagonal web). 4)Gable sMds spaced at 1-4-0 oc. 5) A8 bearings are assumed to be SPF Not . 10 TRUSS ,1-0-1 � 6x6 = 3X6 11 1 2 34 11 3 1 Job Referenceo ID:SPJwg8AGWOuv4hF, 2-6-0 � 0r1 3x4 n 4 1 LOADING (psf) SPACING 1-7-3 TCLL 40.0 Plat. Increase 1.00 TCDL 25.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code IRC2009RPI2007 LUMBER TOP CHORD 4 X 2 SPF 1650E 1.5E BOT CHORD 4 X 2 SPF 165OF 1.5E WEBS 4 X 2 SPF Not OTHERS 4X4SYPNo2 BRACING TOP CHORD Structural wood sheathing directly applied or 64-0 oc pufins, except and ver8mis. BOTCHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS (IMsize) 5 35010-58 (min.0-1-8) 10 = 35410-2-10 (min. 0-1-8) FORCES (Ib) - Max. Comp!Mas. Ten. - M faces 250 (m) a less except w herr shown. TOPCHORD 1.2-34410, 2-3=J44I0, 1-10=-35410 BOTCHORD 6-7=af344, 58=0!344 WEBS 3-5-38M, 1-7-0489,2-7-30210 NOTES (9) 1) Unbalanced floc fere bads have been considered fathis design. 2) AO bearings Bre asswred to be SPF No.2 . 3-5-10 CSI DEFL in (loc) Vdefl Ud TC 0.14 Vert(LL) 0.02 8 >999 480 BC 0.14 Vert(TL) -0.04 " >999 360 WB 0.14 HorAn) 0.01 5 n1a nfa (Matrix) 3) Bearing al join(4s)10 considers peragel tD grain value rising ANSVTPI i angle to grain formula. 80ding designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate atjoinl(s)10. 5) This buss Is designed in accordance vbti the 2009 International Residential Code sections R502.1 1.1 and R802.102 and referenced standard ANSVTPI 1. 6) "Semirigid pitcthbreals with fired heels" Member end t ty model was used in the analysis and design of this buss. 7) Recommend 2s6 strongbada, wedge, spaced at 10-0-0 =and fastened to each buss with 3-10d (0.131"X 3') naik. Strangbads to be atached b wags at their outer ends a restrained by other means. 8) CAUTION, Do not erect truss backwards. 9) AO Plates 20 Gauge Unless Noted LOAD CASE(S) Standard 6-2-10 3x6 = 9 20 = PLATES GRIP M720 1971144 Weight 33 Ib FT - 4%F, 10%E scale = 28522 1FBGE 13 Floor Truss O71 1 Job Reference "cher 7 ID:SPJw98AGWOuv4hF. 30 11 3X6 11 3X6 11 1 2X3 11 22X3 II 32X311 4 5 6 12 11 10 9 3x4 - 2X3 11 2X3 11 2X3 11 5-11-0 5-11-0 LOADING (psi) SPACING 1-7-3 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code IRC2009/rP12007 LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD 4 X 2 SPF 1650E 1.5E WEBS 4X2SPFNo2 OTHERS 4 X 2 SPF Not "Except MZ 4 X 4 SYP No2 BRACING TOPCHORD Structural wood sheathing directly applied or 6-2-10 oc purfins, except end verkals. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS Allbearings 6-2-10. Qb) - Max Grav All reaction 2501b a less at joint(s) 12, 7,14,11,10, 9, 8 FORCES Qb) - Max. ComplMax. Ten. - AB forces 250 (tb) a less exceptwh- shown. NOTES (12) 1) Special provision shall be made by the building designer to allow for 0.83in of horizontal niovernent due to live load and 1.14in due to total bad. 2) Gable requbes con irhuous bottom drord bearing. 3) Truss to be fully sheathed from we face a securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 14-0 oc. 5) A.0 beatings are assumed to be SPF bol. I CSI DEFL in Qoc) Udell Ud TC 020 VergLL) n/a - n1a 999 BC 0.01 Vert(TL) n/a - n/a 999 WB 0.03 Horz(TL) 1.14 14 r9a rda (Matrrc) formffir�gB ntrb g desr��d�er should erify p pan" be � of bearm�s dace, I 1 angle to grain 7) Beveled pate or shim required to provide full bearing surface with trust; chord at joint(s) 14. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSVTPI 1. 9) "Semi-rigid pitchbreafa with fixed heels" Menber and fatly model was used in the analysis and design of this toss. 10) Recommend 2x6 strongbaft, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3) nits. Strongbads to be attached to walls at the's outer ends a restrained by other mean. 11) CAUTION, Do not erect truss badhwards. 12) Ali Plates 20 Gauge Unless Noted LOAD CASE(S) Standard 8 7 20 II 14 PLATES GRIP MT20 197/144 Weight 27 It FT = 4%F, 109.6E Scale @ 1 F9 I Floor Truss 1 11. Refererhce (option ;erp., Indan Oro nam MA 01151 ID:SPJw98AGWOuv4hF. 5812 1-9-6 i 2-64 6x6 = 3x4 = 0 3X4 = 2 320 11 3x4 = 4 5 3x4 = 01u8 Scale = 2x3 II 6 2x3 = -3-1 2-10-8 10-3-6 -3-1 2-8-12 7�-14 LOADING (W SPACING 1-73 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code IRC2009RPI2007 LUMBER TOP CHORD 4 X 2 SPF 165OF 1.5E BOT CHORD 4 X 2 SPF 16501'1.5E WEBS4 X 2 SPF Not OTHERS 4X4SYPNo2 BRACING TOPCHORD Structural wood sheathing directy applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceding direly applied or 10-04) oc bracing. RFAcnONS QhMm) 1 7 = 47510-7-12 (min. 0-1-8) 13 = 476!(1'7-0 (ndn.0-1$) FORCES (Ib) - Max. CompJMax. Ten. - AO faces 250 (m) or less except when shown. TOP CHORD 1-2-70510,2-3--70310.34--70310,4-5--71710,1-13=478/0 BOTCHORD 310=01717, 39 1717, 7-8-0ftl7 WEBS 5-7=-823/0,1-10=0!796, 3-10=26710 NOTES (a) 1) Unbalanced floor live bads have been considered far this design. 2) AO bearings are assumed to be SPF Not . CSI DEPL in (ioc) Well Ud TC 0.38 Vert(LL) -0.11 9-10 >999 480 BC DAB Vert(TU .0 1 11 >382 360 WB 022 Hmz(TL) 0.01 7 n1a Na (Matt) 3) Bearing at ord(s)13 considers para8d to grain value using ANSIMPI 1 angle to grain fomtala. Building designer should verify capacity of bearing surface. 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANS17TPI 1. 5) "Semi-rigid pllchbreals with fixed heels" Member end "model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbads, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 31 nisi. Strongloac a 10 be at ached to walls at thak order ends or restrained by olher means. 7) CA(7TION, Do not erect truss backwards. 6) All Plates 20 Gauge Untess Noted LOAD CASE(S) Standard 3x6 = PLATES GRIP Km 1971144 Wert 45 lb FT=4%F. 10%E Job Truss Truss Type OH 860 GREAT POND RD. N. ANDOVER, MA 28522 Try NO Floor Trim 1 1 Truss Engineering Corp., Indan ab, MA 01151 Reeencecin a-J; n 252012 MTek IInc Mon Nov 12 05:59:16 1shYKO?trsDOOPD1177yodcektE012 ID:SPJw98AGVWuv4hF_jahSVuyLLuGKB wD 2.7-0 - ;Job -2 2-6-0 2-1-9 1�-0 011,8 r Scale =1:15. 6x6 = 30 = 3X4 = W 11 3X4 = 3x4 = 2x3 11 3 4 52x3 11 6 7 = 20;jz 1 2 1 1 Ell WNW = 12 11 10 93x4 3x8 = 2x3 11 3x6 = -3 2-10-8 1140-9 -3 2-7-0 9-0-1 Plateoff.ees 401-0 1.15:0-1-80-0-01 :0.1-BEdgel.l9:0-1-8Edge] 10:0-1-0Ed LOADING (pini) SPACING 1-7-3 CSI OFFL in Qoc) UdellLtd PLATES �197/14-4 TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.11 10-11 >999 480 MT20 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.31 12 >452 360 BCLL 0.0 BCDL 10.0 Rep Stress Ina YES Code IRC2009/rP12007 1/413 027 (Matrix) HoMM) 0.01 8 Na Na Weight 51 b FT = 4%F, 10%E LUMBER TOP CHORD 4 X 2 SPF 1650E 1.5E NOTES (8) BOT CHORD 4 X 2 SPF 1650E 1.5E 1) Unbalanced Boa five bads have been considered for this design. WEBS4 X 2 SPF Not 2) AN bearings are assumed to be SPF No.2 . OTHERS 4 X4 SYP Not 3) Searing at joint(s)14 considers parallel to grain value using ANSVTPI 1 angle to grain BRACING formula. Building designer should verify capacity of bearing surface. TO' CHORD 4) This Nus is designed in accordance vft the 2009 International Residential Code Struchxm wood sheathing daecify applied or 6-0-0 oc puNrs, except end verticals. sections R502.11.1 and R802.102 and referenced standard ANSVTR 1. BOT CHORD 5) "Sermodgld pihihbreaks with Toed heels' Member end "model was used N the Rigid ceiling directly applied or to." oc bracing. me" and design of this tun. REACTIONS Mirsize) 8) Recommend 2x6 ?toygb^dcs on. spaced at 10-0-0 c and fastened to a 552147-12 (min. 0.1-8) 553/0-7-0 (min. 0-1-8) FORCES Qb) - Max. CompJMax. Ten. - AD forces 250 Qb) or less except when shown. TOP CHORD 1-2-.83710,2-3=-834/0, 34=834!0, 4-5-1015/0, 56=1015/0, 1-14=-%W BOTCHORD 10-1 1=011015, 9-10=N1015, 8-9-W60 WEBS 6-8=87710,1-11--VA4.6-9=01477, 3-11=254/0, 4-11=308M elide or restrained by of htw meens. 7) CAUTION, Do not erect buss backwards. 8) AD Plates 20 Gauge Unless Noted LOAD CASE(S) Standard IF11 IFloor Truss 1 1 Job Refererhce (opti P.. Indian(NWaro, MA 01151 5.7.8 h ID:SPJw98AGVV0uv4hF, 2-7-0 , 2-6-0 'r 1-10-8 -- F= 6X6 = 3X4 = 30 = 2X3 11 4 9 3 3x4 = 1.5x4 11 20 11 4 5 6 3x4 = 7 01x8 Scale =1 20 II 820 = 4X9 = 2X3 11 1.0— 11 encu - 3x8 = 0-8 LOADING (Psf) SPACING 1-7-3 TCLL 40.0 Plates Increase 1.00 TCOL 10.0 LUmher Increase 1.00 13CLL0.0 Rep Stress Ina YES BCDL 10.0 Code IRC2009/TP12007 LUMBER TOP CHORD 4 X 2 SPF 1650E 1.5E BOT CHORD 4 X 2 SPF 165OF 1.5E WEBS 4X2SPFNo2 OTHERS 4 X 4 SYP Not BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid celTing directly appfied a 10-0-0 oc bmcing. REACTIONS (m/size) 9 = 629/0-7-12 (mbi.0-18) 16 = 630147-0 (min. 0-1-0) FORCES Qb) - Max. CompJM=. Ten. - All faces 250 (m) a has ac ptwhen shown. TOPCHORD 1-296810, 2-1--M/0, 3-4=96510, 4-5--1338/0,54-1338M, 6-7-13=0, 1-1 6=-63010 BOTCHORD 12-13=11338,11-12- 01338,1011X11338, 9-10=011181) 7-9=1017/0,1-13-011092, 7-10=01591, 4.13=51810 7-7-8 CSI DEFL in 0.) Udell Ud TC 0.35 Vert(LL) -0.1312-13 >999 480 SC 0.47 ved(TL) -0.38 14 >415 360 WB 0.31 Horz(iL) 0.03 9 We Na Wwu) NOTES (8) 1) Unbalanced Ma five loads have been considered for this design. 2) A0 bearings are assumed to be SPF Not . 3) Bearing at)oirts) IS considers parallel to grain value using ANSIITPI 1 angle to grain fan ula. Building designer should verify capacity of bearing surface. 4) This truss is designed in aZcerdance wish the 20091ntematiorhal Reshdarutial Code sections R502.11.1 and R802.102 and referenced standard ANSVM 1. 5) "SemHigid pitchbreals with (iced heels" Member end fodty model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 1040 oc and fastened to each utas with 3-10d (0.131"X 31 nails. Stror�adks to be attached to walls at their outer ends a restrained by other means. 7) CAUTION, Do not erect buss backwards. 8) AA Plates 20 Gauge Unless Noted LOAD CASE(S) Standard 13-5-12 PLATES GRIP MT20 1971144 Weight 57 Ib FT = 4%F, 10%E 15 2-7-0 6x9 = 3x4 = 30 = 20 11 1 9 3 2-6-0 —i Ir 15-7 3x4 = 4 5�— E 2x3 11 40 = 6 T 01N8 Scale _ 2x3 11 2113 = 8 107"4x9 = 2x3 11 2X3 11 3X6 = 73" Y10" 15-0-15 j-3 7.0 12-2-7 Plate Offsets (X.Y): [4:D-1-8 f5:41-8 Edges-[801-8,E�e1, [11:41-8 Edgel,_112:41-8 Eel LOADING(psQ SPACING 1-7-3 CST DEFL in (loc) Well Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.13 1411 >999 480 MTX) 1971144 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Ved(TL) -OAI 14 >435 360 13CLL 0.0 Rep Stress Ina YES WS 0.35 Horz(TL) 0.04 9 Na Na Weight 64 lb FT 4-/.F, 10 -AE BCDL 10.0 Code IRC2009frP12007 (Matra) LUMBER TOP CHORD 4 X 2 SPF 165OF 1.5E NOTES (8) BOT CHORD 4 X 2 SPF 165OF 1.5E 1) Unbalanced floor We bads have been considered for Bus design. WEBS 4 X 2 SPF Not 2) Ali bearings are assumed to be SPF Not . OTHERS 4 X 4 SYP NO2 3) Beefing at)omt(s)16 considers parallel to gain value using ANSVTPI 1 angle to grain BRACING formula. Building designer should verify capacity of bearing surface. TOP CHORD 4) This truss is designed in accordance wilh the 2f109 International Residential Code Structural wood sheathing dsedly applied a 6-0-0 oc puffin, except end verticals. sections R502.11.1 and R802.102 and referenced standard ANSVIR I - SOT CHORD 1 5) "Semkigid pilchbreaks with bed heels" Member end fairy model was used in the Rigid ceifing directly applied a 104-0 oc bracing. analysis and design of this puss. 6) Recommend 2K6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each REACTIONS (IbUze) tru ss wft 3-10d (0.131"X 3') naffs. Sbangbador to be attached towags at their outer 9 705AD-7-12 (ruin. 0.1$) ends or restramed by other meara. 16 = 707147-0 (min. 41-0) 7) CAUTION, Do not erect truss backyards. OF FORCES (Ib) - Max. CompJAMs. Ten. -AO faces 250 (Ib) m less exceptvhm shone. 8) All Plates 20 Gauge Unless Noted TOP CHORD LOAD CASES) 1-2-110010, 23=109710, 3109710.45=165510, Standard 54-161710,6.7=16117/0, 1-ir,--70710 BOTCHORD I 12.13 11655,11-12 11655,10-11=011655,940=N006 ` d 7=-998116310,1-13-0/1242,7-111 (7/3,6.10=255M, 4-13=-67410,510=2561135 -F 15 Job Truss Truss Type 950 GREAT POND RD. N. ANDOVER, MA 28522 F13 Floor Truss �Qty jPtY 1 1 "orbs! T— Engineering Corp., Indian Orchard, MA 01151 Job Reference 7.250a Jen252012JtJu Intlustries, Inc. Mon Nw 1206:00: 1 ID:SPJw96AG1frUuv4hFJahBVuylLH1-UcJNJWuNOLwARgDDtG18zPNJp4_VeDAruAh4hmyK C 2-7-0 2-6-0 , 1-9-10 1-3-0 01-8 Scale = 1:21. 5.7-8 2X3 II 6x9 = 3x4 = 30 = 2X3 11 3x4 = 2x3 11 3x4 = 2X3 11 3X6 = 20 = 1 2 3 4 5 6 7 12 8 9 1 16 15 14 13 12 11 78MM 44 = 2x3 I I 30 = 4x6 = ' 0 2o-8 5-6-0 16-6-2 2-7-0 12-7-8 11-2-2 Plate Offseb 401-0 :0.1$0-0-0:0.1-8 1241.8E 13:0-1$E e LOAUNG (psf) SPACING 1-7-3 CSI DEFL m (loc) Udell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -023 11-12 X870 480 MT20 1971144 TCDL 10.0 Lumber Increase 1.00 SC 0.69 VeMn) -0.45 15 X442 360 BCLL 0.0 BCDL 10.0 Rep Stress Ina YES Code IRC2009RP=7 WB 0.39 (Matra) Harz(TL) 0.05 10 n1a Na Weight 70 lb FT = 4%F,1 D%E LUMBER TOP CHORD 4 X 2 SPF 165OF 1.5E NOTES (8) BOT CHORD 4 X 2 SPF 165OF 1.5E 1) Unbalanced floor five bads have been considered for this design. WEBS 4 X 2 SPF No2 2) An bearings are assumed to be SPF No.2 . OTHERS 4 X 4 SYP Not 3) Bearing at lints) 17 considers parallel to grain value using ANSVTPI 1 angle to grain BRACING formula. Budding designer should verify capacity of bearing surface. TOP CHORD 4) This truss is designed in accordance with Bre 2009 Intanallwal Residential Code Stucmral wood sheaMmg directly applied or 640 oc purlins, except and verticals. sections R502.11.1 and R802.102 and referenced standard ANSVTPI 1. BOT CHORD 5) "Semirigid pm3hbreala Wt h foxed heels" Member end fodly model ores used in the R'rypd calling directly applied or 10-041 oc bracing. analysis and design of this truss. 6) Recommend 2x6 strongbads, on edge, spaced at 10-0-0 oc and fastened to each REACTIONS (OYsize) REA R truss vAth 3-10d (0.131"X 3') nails. Strongbadcr to be attached to waftat ticetr outer = 782!0-7-12 (nm. 41-8) an 17 783!0-7-0 (min. 0.1-0) ends or restrained by other means. Do truss backwards. - 7) CAUTION, not erect 8) AO Plates 20 Gauge thdess Noted FORCES (ro) -Max. ComplMax. Ten. - AA Laces 250 (Ib) a less exceptwAnerh shown. TOP CHORD LOAD CASE(S) 1-2-1231/0, 2-3=122810, 34-122810,4-5-1969/0, Standard 546=1969/0, 6-7=11885/0, 7-8=1885/0,1-17=7610 BOTCHORD S+— Uri ` jf 13-14=011969, 12-13 /1969,11-12=02089, 10-11=011142z 8-1 0=1 32 010,1-14-V11389, 8-11=0844, 4-14=-879/0, 611=2718, 612-3181143 #� FfG a .xifi, yYv Ch u f0Ik E 28522 F14GE (Floor Tniss I1 I 1 L.-- AA RrtiAA 01151 7.250s012 R ID:SPJw98AGWUuv4hFJahBVuyLLH1-F9LH1-F9oP7cPh 00l 1 3x4 11 2 223 11 3 2x3 11 4 20 11 5 2x3 11 6 3x4 11 12 11 10 9 8 7 30 - 2x3 11 2x3 11 2X3 11 2x3 11 3x4 = 6-0-0 6-0-0 Flare Ogsets 1: 0-1.8 d PLATES GRIP LOADING(psf) TCLL 40.0 SPACING 1-7-3 Piates Increase 1.00 CSI TC 0.04 DEFL in (loc) 8de8 U Vart(Ll.) ala - Na 999 MT20 1971144 TCOL 10.0 Lumber Increase 1.00 BC 0.01 Vert(M) Na - Na 999 BCLL 0.0 Rep Stress Ina YES WB 0.02 HwgTL) 0.00 7 n1a do BCDL 10.0 Code IRC2009/TP12007 (Matrbo Weight 27 Ib FT - 4%F, 10%E LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E 6) "Semi-rigid pttdhbreals with fb(ed heels" Member end faity model was used in the BOT CHORD 4 X 2 SPF 1650E 1.5E analysis and design of Oft truss. WEBS 4 X 2 SPF Not 7) Recommend 2x6 strorgbaclm, on edge, spaced at 1000 oc and fastared to each OTHERS 4 X 2 SPF Not truss v40h 3-10d (0.131"X 3-) =1s. Strongbadm to be atladsd to wab at ihetr outer BRAG NG ends or restrained by other means. TOP CHORD Structural wood sheathing directly applied a 60-0 ac puffins, except and verticals. 8) M Plates 20 Gauge Unless Noted BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-0-0 oc bracing. Standard REACTIONS AO bearings 6-0-0. (Ib) - Max Grav A0 reactions 250 lb or less atjobd(s)12, 7, 11,10, 9, 8 FORCES Ob) - Max. CompJMm. Ten. -All forces 250 (Ib) or less except when shavm. NOTES (8) 1) Gable requires comm—s bottom chord bearing. 2) Truss to be fully sheatlhed from ane face a securely braced against lateral movement (.e. diagonal web). 3) Gable studs spaced at 11-0 ac. 4) A0 bearings are assumed to be SPF Not . 5) This buss is designed in accordance with the 2009 International Residential Code sections RSWA 1.1 and R802.102 and referenced standard ANSVTPI 1. Scale =1:11.71 OM 13X4 II 2 3 4 14 13 3x4 = LOADING (Psf) SPACING 2-60 TCU. 40.0 Plates Increase 1.00 TCOL 10.0 Lumber Increase 1.00 BCU- OA Rep Stress Ina YES BODL 10.0 Code IRC2009RW2007 LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD 4 X 2 SPF 1650E 1:5E WEBS4X2SPFNo2 OTHERS 4 X 2 SPF Not BRACING TOPCHORD Structural wood sheathing directly applied a &" oc purlins, except and verticals. BOTCHORD Rigid calling d'vectly applied or 104W oc bracing. REACTIONS Allbearings 74". (lb) - Max Grav AB reactions 250 lb a less atj*it(s) 14.8,13,12, 11, 10,9 FORCES Qb) - Max. CompJMax. Ten. - AO forces 250 (lb) a less except when shown. NOTES (9) 1) Ali plates are 20 MT20 unless olhery ise mincerted. 2) Gable requires continuous bottom chord bew". 3) Truss to be fully sheathed from one face a searely, braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 14-0 oc. 5) Ali bearings are assumed to be SPF No.2 . 1 Job Reference ID:SPJw98AGWOuv4hF 5 12 11 10 7-10-8 CS1 I DEFL in (be) Well Ud TC 0.05 Vert(L.L) nla - Na 999 BC 0.01 Vert(TL) rJa - nfa 999 WB 0.02 H%z(TL) 0.00 8 rda Na (Matrix) 6) This figs is designed in accordance with the 2009 Imemegonai Residerdial Code sections R502.11.1 and R802.102 and referenced standard ANSIITPI 1. 7) "Semidgid pftchbreela with feed heels" Member end fait' model was used in the analysis and design of figs truss. 8) Recommend 2x6 strongbac s, on edge, spaced at 10-60 oc and fastened to each firs wdh 3-I0d (0.131"X 3")nada. Strongbacis to be atlached to walls at their outer ends a restrained by other means. 9) Ali Plates 20 Gauge Unless Noted LOAD CASE(S) Standard O 1 T8 -1 scale = 6 T 3X4 11 9 8 3x4 = PLATES GRIP MT20 1971144 Weight 321b FT -4%F, 10DAE Job Trus Tnssrype Ply 850 GREAT POND RD. N. ANDOVER, MA ����Qty 28S22 FG1 Floor Tnw 1 Vert 11-17-16,1-10=-60 17 Job Reference o or a Jan 25 2012 Industries, Inc. Mon Nov 1208:01:012012 Pa t Truss Engpnre ung rp., Indan Orchard MA 011517.250 Vert 7=40B) ID:SPJw98AGW(Af v4hFJah8VuyLLH1-yLwcbkrftr 7my4q?ynkOy2MMZMOi4hIcNDk92VEyK1 C c 0-1-8 19 1165(LC 5) H 'I 2-0-0 ' 2.6-0 ; 0-10-8 1-3-12 2-3.4 sica(e =1:22 IE= analysis and design of flls buss. 3x4 4x4 = 2x3 = 3x4 11 4X9 = 2X3 11 2x3 11 3X4 = TH 422 20 11 3x4 = 6X9 = 1 2 3 4 5 6 8 9 10 8 1 {o \ 15 14 13 12 11 4x4 = 4X9 = 4x6 = 3x4 = 4X9 = 5x12 = 019-5979 1760111M 1165ifM 2.4-8 13-9-12 , 15-3-12 1748-8 1$-Q-0 r 2„4.8 11-5.4 1-6-0 2-1-12 Plate Offsets Y1: (1:Edge 0.1.81 1441B, 561$0-0-01 [10:038 Edge1 14:01 A E 1541-0 E 17:E 0.1-0 LOADING (psi) SPACING 1-7-3 Increase 1.00 CSI TC 0.90 DEFL in (loc) Udell Ver(LL) -02513-14 >742 Ud 480 PLATES GRIP MT20 197". TCLL 40.0 TCDL 10.0 Plates Lumber ]=am 1.00 BC 0.89 Vert(TIL) 40.50 13-14 >368 360 BCLL 0.0 Rep Stress Ina NO wB 0.57 Hwz(TL) 0.02 19 Na Na Weight 82 to FT - 4%F, 10%E BCDL 10.0 Code IRC2009/TR2007 (Mata) LUMBER TOP CHORD 4 X 2 SPF 1650E 1.5E 7) Recommend 2,6 strongbac s, on edge, spaced at 10-" oc and fastened to each BOT CHORD 4 X 2 SPF 165OF 1.5E TOP CHORD loss vAM 3-10d (0.131' X 3') nails. Stra�auls to be attached to walls at their outer WEBS SSX 2 SPF No2 17-18111612,1-18=01612,14==91,2-3=01892, 3 1823/0, ends a restrained by other means. OTHERS 4 X 4 SYP No2 4-5-182310,54-1823/0,6-7=257710,7-8,-172210, 8) CAUTION, Do not erect buss backwards. BRACING 8-9=172210, 9-10-172510,10-19=116510 9) Use Simpson Strong -Tie THA422 (Single Chad Girder) or equivalent at 13-012 from TOP CHORD BOT CHORD the left end to cornea buss(es) FG3 (1 ply 4 X 2 SPF) to back lace of top chord. Structural wood sheathing directly applied or 6" oc purlins, except and ver5cals. 15161)1589, 14.1 5 1111 8 2 3,13-14=02456,12-13--02578 10) FB all nag holes where hanger is in contact with lumber. BOT CHORD WEBS 11) In the LOAD CASE(S) section, bads applied to the face of the buss are noted as Rigid oeBmg drecdy app8ed a 10"m bracing, Except 1-16=105910, 513.01359, 3-16=172010, 6-14=84310, tont (F) or beds (8). 64141 oc bracing:16-17. 3.1 5 1111 4 4 6, 4-15=60810, 514111P67,10.12.02W5, 12) All Rats 20 Gauge Unless Noted 7-12=122010 REACTIONS (misize)_ LOADCASE(S) 16= .. .r.- 17601018 (mm. 01.8) 19 = 11550118 (mm. 01-8) Max Uplift Vert 11-17-16,1-10=-60 17 597(LC 3) Max Gra+ Vert 7=40B) 16 1760(LC 1) 19 1165(LC 5) FORCES (Ib) - Max. CompJMax. Ten. - Ali faces 250 (lb) a less except when shown. TOP CHORD 17-18--Nb12, 1-18-0872,1-2 1891, 2-3=W92, 34-182310, 1)Unbalanced floa five bads have been considered for els design. 1) Floor. Lumber maease=1.00, Rale Increase=l.f 2) M bearings are assumed to be SPF Not. Uniform Loads M3) Bearing atongs)19 considers p=M to grain value using ANSIRPI 1 angle to gam Vert 11-17-16,1-10=-60 formula. Building designer should verify capacity of bearing surface. Concentrated Loads (lb) 4) Provide mechanical connection (by others) of buss bo bearing plate capable of Vert 7=40B) vAttstandng 597 m uplift atjomt 17. 5) This buss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSUTPI 1. 6)'Semkigid pitchbreaks with fired heels' Member end &* model was used in the analysis and design of flls buss. 28622 0-1-8 H '1r--3-0 J, 14 Tru99 11 1 1 ID:SPJw98AGWOuv4hF. 1-7-8 1-0-0 1-8-0 1-0-0 1N8 r—, scale _ 1:14. THA422 3x6 = 4x8 = LOADING (P.0 SPACING 1-7-3 TCLL 40.0 Plafes Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Ina NO BCDL 10.0 Code IRC2009/TPI2007 LUMBER TOP CHORD 4 X 2 OF 2850F 2.3E BOT CHORD 4 X2 OF 2850E 2.3E WEBS 4X2SPFNo2 BRACING TOPCHORD Structural wood shea0 ing directly applied or 6-0-0 oc purfirs, except end vertcals. BOT CHORD Rigid ceiling dire* applied or 10-0-0 oc bracing. REACTIONS (1Wsize) 13 = 727M-5-8 (min. 0-1.8) 8 — 83810.5-8 (min. 0-1-8) Max Grav 13 = 744(LC 2) 8 = 838(LC 1) FORCES Ob) - Max. CompJMax. Ten. - Ali forces 250 (m) or less except when shown. TOPCHORD 2-3=104110, 3d=182110,4.5=1 82810, 66=•98510 BOTCHORD 12-13.OI624, 11-12 11431, 10-11=M965. 9-1 0 1965,8-9 1965 WEBS 4-11-109110,2-13=-936/0,2-12-0/6U, 312---62010, 311 /546, 641=158110, 511=O/1365, 6-9 1591, 510=566M 7-0-0 1 8-9-0 1 1 CSI I DEFL in Qoc) Udell Ud TC 0.78 Vert(LL) -0.1410-11 >851 480 BC 0.61 Ved(TL) -02310-11 >498 360 WB 0.39 Haz(Ty 0.01 8 nia n1a (Matra) WEBS 4-11=1091/0, 2-13=93610, 2-12 /682, 312-620/0, 3-11=0/546,6-8--158110. 5-11 /1365,6-9 1591,510=56610 NOTES (10) 1) Unbalanced Boa five loads have been considered for Br's design. 2) All bearings are assumed to be SPF N0.2. 3) This toes is designed in accordance with the 2009 international Residential Code sections R502.11.1 arid R802.102 and referenced standard ANSI/TPI 1. 4) "semirigid pltchbreaks with fixed heels" Member end 5* model was used m the analysis and design of this ones. 5) Recommend 2x6 stongbads, on edge, spaced at 10-011 oc and fastened to each buss with 310d (0.131"X 3 -) ods. Sbongbads to be attached to walls at their outer ends or restrained by other means. 6) CAUTION. Do not area truss backyards. 7) use Skapson Strong -Tie THA422 (Single Chord Gtrder) or equ'waled at 59-12 from the let and to connect Miss(es) FG3 (1 ply 4 X 2 SPF) to Bad face of top chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 8) Fig a8 ned hales where hanger is in carted with lumber. 9) In the LOAD CASES) section, bads applied to the face of the toss are noted as front (F) or back (B)- 10) All Plates 20 Gauge Urdess Noted PLATES GRIP MT20 1971144 Weight.. 54 to FT=4%F, 10 -AE LOAD CASE(S) Standard 1) Floor. Lumber Increase -1.00, Plate Inaease=1.00 Uniform Loads (elf) Vert: 8-13=16,1-7=-80 Concentrated Loads Qb) Vert 4=-635(F) 1 1-3-0 rl 0-11-8 1 � ' Job Reference(o ID:SPJw98AGWOuv4hF EM 2x3 11 3x4 = 11 10 9 8 7 30 = 3x4 = LOADING (Psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCU. 0.0 Rep Stress Ina NO BML 10.0 Code IRC2009rrP=7 LUMBER TOP CHORD 4 X 2 SPF 1650E 1.5E BOT CHORD 4 X 2 SPF 1650E 1.5E WEBS 4 X 2 SPF No2 BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except and verticals. BOTCHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS (him) 7 = 626IMechanicai 11 621IMechanical Max Grey 7 = 75ALC 3) 11 = 69%LC 2) FORCES Uro) - Max. CompnAa. Ten. - A8 forces 250 (Ib) or less except when shave. TOPCHORD 23=1668/0, 3-12=1068/0,4-12-10168/0,4A 3-970/0, 513-97010 BOTCHORD 10.11=01M, 9-1 0 11068,8-9--011068,7-8=01751 54=1053!0, 2-11=99=, &8=01359.2-10=01676,3-1 D -274M CSI DEFL in Ooc) Well LJd PLATES GRIP TC 0.65 Vet(U) -0.05 89 >999 480 MT20 1971144 BC 0.59 Vet(TL) -0.07 8-9 >999 360 WB 0.19 Ho2(TL) 0.01 7 We rda (Matmo Weight 33 lb FT = 4%F, 10%E WEBS 5.7=105310, 2-11=992(0, "=01359,2-10=0&76,3-10=27410 NOTES (7) 1) Unbalanced Boar rive bads have been considered for this design. 2) All bearings are assumed to be SPF No.2 . 3) Refer to girder(s) for buss to truss connections. 4) THs truss is designed in accordance with the 2009 hdena8onal Residential Code sections R502.11.1 and R8W.102 and referenced standard ANSVrP11. 5) "Semirigid O"breah with fixed heals" Member end b uty model vias used in the anatysis and design of Ods truss. 6) Recommend 2x6 strongbads, on edge, spaced at I D -U oc and fastened to each truss with 3-10d (0.131"X 3")naft. Sbongbac s to be at added to waft at dreb outer ends or restrained by other means. 7) All Plates 20 Gauge Unless Noted LOAD CASES) Standard 1) Floor: Lumber Increase=1.00, Plate Inaease=1.00 Uniform Loads WQ Vet 7-11=-20, 1.6=100 Concentrated Leads (m) Vert 5=b12--&1 12-8413=-64 3x4 = SHIFT TRUSS AS REQUIRED IN FIELD FOR PLUMBING HITS (FRAMER TO MARK LOCATIONS PRIOR TO LAYOUT) 12-01-00 N O W 50-00-0n \I 16-00-00 8-00-00 8-00-00 14-00-00 20-00-00 < w 0 W NOTE: ODD SPACING 0 FOR PLUMBING HITS c"I LL O O �� OI O O. O� Mi O i O,I 04 LL I � I th, O� Q 1` lei N r I F,I 17 8i� •- C14IF21; 23; F22$ i17-06-00 i 7 ( 1 43 FtAISH 2) I LU�LB f2' II ��.. FLUSH I (2)PLY LVL BF_v &iR" II 116 'I .I X 11 4W0611 - - - _ _.... -__ .__. 118!0. 12 _ I 71, I1 11 12-06-d4 I 111114, II LL I u.I' �i Fh8'. F118'? F1iIW 5 I FG6 7-08-08 LL _[ T w q �I I �� 1402 00 11 57 LL F24GE 2_ 1- b" 10 0_ 8-00-00 8-00-00 O 9-00-00 O 8-00-00 13-00-00 < \ c� 50-00-00 Fme��x= rcY' ��one"eF Wa g°a> c@9 Pte, E F E i€saArE gaffi� "P 82.- E42' sEy$ 2 We°v`2gu ..egg �-'vStaE�Ev�c 13- 'I; Fra°n 52 3o`rC°3 c�geg ro E2 sgoor� 2Eu125 sEog�Eay rB9E'� �`o >eSCo�i s9 `o t: W E I FLOOR TRUSSES I ENGINEERING CORPORATION Job Truss Truss Type TOP CHORD HY 2-3=235910, 34=-235910, 4-5=-254910, 56-254910, 950 GREAT POND RD. N. ANDOVER, MA 28522 F16 10.11-2549/0 11-12-254910,12-13-2549/0,1314-254910, Floor Truss �Qty 7 1 Job Reference Truss Engineering Corp., Indan Orchard, MA 01151-7.250 a Jan 25 M, -Tek aes, Inc. Mon Nov 12 06:01:28 2012 1 ID:SPJw98AGWOuv4hFJahBVuyLLH1-fY3fY3pK43nn397 397czZ8svNHTtzF2J7dW1(_LOOB 1B 0-1-8 H 2f— �-0 { 2I-2= 0_� 2�--Z I SeA as -X1 53,2 5.3-,2 4x6 = 3X4 = 3x6 FP= 4xs = = = 3x6 FP= 3x4 = 4x6 = 1 2 4 56 7 8 12 10 11 12 13 14 16 17 2B 25 24 23 22 21 2D 19 18 3x6 = 4x9 = 3X4 = 4x6 = 4x9 = 4x8 = 30 = 4u9 = 3x6 = 8521m , 852WOH 18-0-0 36-M 1840-0 18-M Plate Offsets :0-7$ Ed :0.1A 0-00 11:0-1-8 12:01-80-0-0 (17:0.1-8 Edge1 120:0.1-8 Edge) 87:0-1-8,Edge�(23:0./-8 Edgel. 84418 LOADING (psf) SPACING 1-7-3 CSI DEFL in (Ioc) Odeff Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.33 24-25 X643 480 MT20 197/144 TCDL 10.0 Lumber hwease 1.00 SC 0.56 VwKTL) -0.60 24-25 >360 360 BCLL 0.0 Rep Strss elmx YES WB 0.39 Hmzn) 0.07 18 n1a We BCOL 10.0 Code IRC2009/TP12007 (Matt) Weight: 158 th FT - 4%F, 10%E LUMBER TOP CHORD 4 X 2 DF 28WF 2.3E 6) Recommend W strongbacb, on edge, spaced at 10-00 oc and fastened to each BOT CHORD 4 X 2 SYP 2850E 2.3E TOP CHORD tons Kith 3-10d (0.131" X 3") naffs. Strongbads to be attached to walk; at their outer WEBS 4 X 2 SPF No2 2-3=2359/0, 3d--2359/0,4-5--2549/0,5-6--2549/0, ends or restrained by Mher means. BRACING 6-7-254910,7 254910,8-9=.311456,9-10=-311456, 7) CAUTION, Do not erect tons badarards. TOP CHORD 10.11=2549/0,11-12-254910,12-13=254910,13-14=-2549/0, 8) Ag P ales 20 Gauge Unless Noted Structural wood shea0ling directly applied or 6-0-0 oc pulFrs, except end vertices. 14-15-2359/0,1 516=2 3 5 910 BOT CHORD BOT CHORD LOAD CASE(S) Rigid calling (IirectlyB applied or 10." oc bracing. 2526=/07421, 24-25 /2749, 23-24 11549, 22-23 11419, Standard 21-22-11419, 2021-2549,1920=0/I749,18-19-11421 REACTIONS OWsim) WEBS 26 830103-6 (con. 01-0) 9-22-28M, 2-26=-160010, 8-22=162310, 2-25-/1065, 22 = 1759/038 (min. 0.18) 0./-8) 8 -23=0/1396,7 -M -46710.4-25=-443/0,4-24=-384t92, 16-16=160010,14-22-162310,16-19-11065,1021-11396, 18 = 83010.56 (ntin. MUG, 26 852(LC 7) 22 1759(LC 1) 1121=-46710,14-19--44310,14-20=384/92 NOTES (8) 18 = SW(LC 4) 1) Unbalanced Boor foe bads have been considered for this design. (" - 2) wl pis are o i m I N unless omerwse macang. FORCES (ib) - Max. CompJM=. Ten. - AO forces 250 (Ib) 4-r less except when shown. 3) AB bearings are assumed to be SPF No.2 . TOP CHORD 4) This truss is designed in accordance wOh the 2009 International Residential Code 2-3=235910, 34=-235910, 4-5=-254910, 56-254910, sections R502.11.1 and R802.102 and referenced standard ANSI/TP1 1. 6-7-254910, 74=-254910, &9=37/456, 9-10 =31/456, 5) "Semirigid pin3nWeals with fixed trees" Member end Tadty model was used in the 10.11-2549/0 11-12-254910,12-13-2549/0,1314-254910, analysis and design of this truss. t4 -15--235910:15-16-235M Job Tess MY 950 GREAT POND RD. N. ANDOVER, MA 28622 F16GE �TruasTyp- Fy Floor Tmw 1 Tnsa Engineering Corp., Indian Orchard, MA 01151 Job Retererroe al .250 s Jan 25 2012 MiTek Indusfies, Inc Mon Nov 1206:01:32 2012 Pa 1 ID:SPJw98AGWOuv4hFjah8VuyLLH1-YJIKASBIgIf25etv5kSDpu84kvU6SRs�d.2984xyectIS .1 0.1.8 0-1-0 Scale =1:45 3x6 FP= 1 2 3 4 5 6 8 9 10 11 12 13 14 15 16 17 18 ,9 20 21 72 22 23 24 25 26 27 28 29 1 1 t t I S 1 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 30 = 3X4 = 3x4 = 3x6 FP= 36-0-0 36-0-0 Plate Offsets :0-1-8 LOADING (psq SPACING 1-73 CSI DEFT. in (loc) Odel Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 VergU.) Na - nla 999 MT20 1971144 TCDL 10.0 Lumber increase 1.00 Be 0.01 Vergn) Na - nla 999 BCLL 0.0 Rep Stress Ina YES WB 0.02 H&-z(TL) 0.00 30 Ne nla BCDL 10.0 Code IRC2009frPI2007 (Matra) Weight. 124 to FT = 4%F, 10-AE LUMBER TOP CHORD 4 X 2 SPF 1650E 1.5E'FxcepC 4) Gable starts spaced at 1-" oc. T1: 4 X 2 SPF No2 5) Ail bearings are assumed to be SPF No.2 . BOT CHORD 4 X2 SPF 1650E 1.5E'ExcepY 6) This toss is designed in accordance with the 2009 International Residential Code B2:4 X 2 SPF Not sections R502.11.1 and R802.102 anrd referenced standard ANSUTPI 1. WEBS 4 X 2 SPF Not 7) ^Sated pitchbreaks wit fared heels' Merrier and fodty model was used in the OTHERS 4 X 2 SPF Not analysis and design of Ota truss. BRACING 8) Recommend 26 strongbsds, on edge, spaced at 1044 oc and fastened to each TOP CHORD truss with 3-t0d (0.13V X 3") nafs. Strongbac s to be attached to wells at their outer Structured wood sheathing directly applied a 6-0-0 oc purfirs, except end verticals. ends or restrained by other mems. BOT CHORD 9) All Plates 20 Gauge Unless Noted Rigid ceiling directly applied a 1040 oc bracing. REACTIONS All bearings 360-0. LOAD CASE(S)Standard Standard (lb) - Max Gmv Allreactions 250 lb or less atpiM(s) 57, 30, 56, 55, 54, 53, 52, 51,50, 49, 48, 47,46, 45, 44,43, 42, 41,40, 39, 38, 37, 36, 35, 34, 33, 32.31 FORCES Qb) - Max. CompJM=. Ten. - A9 faces 250 (Ib) m less except vArat shown. NOTES (9) 1) AO plates are 2x3 MT20 unless c1herwiss indicated 2) Gable requires continuous bottom crowd bearing 3) Tess to be tally sheathed from one face or securely braced agahst lateral mo romand 0.e. diagonal web). Truss 2-0-4 -11 2-6-0 1-10-12 r r-� 5512 6x9 = 3x4 = 3x4 = 20 11 3x4 = 20 11 4 9 a A 5 ' Job Reference o ID:SPJw98AG=uv4hF 20 II 7 0-r Scale =1:229 24 11 4x6 = 2x3 = 8 9 I 171 io rix .. ... •- - - gggpl08 402 = 2x3 11 3x4 = 2x3 11 3X8 =Siam 1-0-0 0- 12 2 8-12 5 4d 7-6-0 10-1 8 18-0-0 0- 2 1 8-12 2-7 8 2-1-12 2-7 8 7-10-8 LOADING (psi) SPACING 1-7-3 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCU. 0.0 Rep Stress Ina YES BCDL 10.0 Code IRC200971`12007 LUMBER TOP CHORD 4 X 2 SPF 165OF 1.5E BOT CHORD 4 X 2 SYP 2850E 2.3E WEBS 4X2SPFNo2 OTHERS 4 X 4 SYP Not BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except and verticals. BOTCHORD Rigid ceiling directly applied or 160-0 a: bracing. REACTIONS (Mim) 10 84510-" (mm.61-8) 18 8491638 (min. 0.1-8) . FORCES Ob) - Max. CompJMax. Ten. -All forces 250 (lb) or less except where shown. TOPCHORD 1-2--143910, 23=143610, 3,4--1436M 4-5-248910, 5-6=-248910, 6-7=230810, 74=230810, 1-18=-84910 BOTCHORD 1415-2489,13-14 2489,12-13-8782,11-12=9(2782, 1611=011393 WEBS 8-10--156910,1-15=011 603, 841=011038, 415=118910, 6-11=-53610,6-13=-4991150,414=01261 CS! DEFL in poo) Vdee Ud TC 0.65 VeMU) -02712-13 785 480 BC 0.69 Vert(TL) -0.4712-13 1450 360 WB 0.45 HorgTL) 0.04 10 Na Na (Matrix) WEBS 8.10-156910,1-15=011803, 8-11 11038, 415=118910, 6-11=-5 , 6-13=-499/150, 414=Of261 NOTES (8) 1) Unbalanced floor five loads have been considered for this; design. 2) A0 bearings are assumed to be SPF No.2 . 3) Beadng atjoml(s)18 considers parallel to grain value using ANSVfPI 1 angle to grain formula. BuMng designer should verify capacity of bearing surface. 4) This buss is designed m accordance with the 2009 International Residential Cale sections R502.11.1 and R802.102 and referenced standard ANSVrPI 1. 5) "Semkigd pitchbreala wi h fixed heels' Member end rally model was used in the analysis and design of this buss. 6) Recommend 2x6 strorgbscts, an edge, spaced at 10-60 oc and fastened to each firs with 3-10d (0.131"X 3')nm1s. Strong aria to be a8ached to walls at their outer ends or restrained by other means. T) CAUTION, Do not erect tmss backwards. 8) All Plates 20 Gauge UMess Noted LOAD CASES) Standard PLATES GRIP MT20 1971144 Wert 79th FT=4%F, 10 -AE Job Reference ID:SPJw98AGVVOuv4hF. 0-1-8 H 11 9-8 - I 2-0-0 ; �1I 1�� 25-8- 1.5x4 I I 2Xj= 6x16 = 4x12 = 4x9 = 24 11 3x4 = zxe — &x?QI 3x4 = 3x4 = 6,6 2 3 4 5 6 7 8 9 10 T;;�Ell 18 16 15 14 13 12 11 3x4 = 6x16 = 3927#!0# 4x9 = 2x3 11 20 11 4x8 = 1.5x4 11 2-" 2-2-12 10-7-8 1 12-7-8 17-9-4 I IV 632#!-61# 2 LOADING (psf) SPACING 1-7-3 CSI DEFL in Qoc) I/deg Ud PLATES GRIP TCLL 40.0Plates Increase 1.00 TC 0.77 Vert(LL) 02415-16 ,771 480 MT20 1971144 TCOL 10.0 Lumber Increase 1.00 BC 0.68 Vert(n) 0.35 15-16 >536 360 BCLL 0.0 Rep Stress Ina NO WB 0.46 Horz(TL) -0.05 19 n1a n1a BCDL 10.0 Code IRC2009/rP12007 (Matra) Weight 89 Ib FT=4%F,1096E LUMBER TOP CHORD 4 X 2 SPF 165OF 1 SE •Except' 7) Recommend 2x6 strongbac s, on edge, spaced at 104W oc and fastened to each T7: 4 X 2 SYP 2850E 2.3E TOP CHORD truss with 3-10d (0.131"X 31 naps. Strongbads to be attached to waft at their outer BOT CHORD 4 X 2 SPF 165OF 15E 1-2-06% 2-3=Or4M4, 3-4=1072/1772, 4-5-1072/1722, ends a restrained by other means. WEBS 4 X 2 SPF Not 5.6-14911781, 6-7-1491/781, 7-8-1044/112, 89--10441112, 8) CAUTION, Do not erect truss badwards. OTHERS 4 X 4 SYP No.2 9-10=1047/113,1019--632161 9) All Plates 20 Gauge West Noted BRACING BOT CHORD TOP CHORD 1617-25051130,15-16=781/1491,14-15=781/1491, LOAD CASE(S) Structural wood sheathing drectly applied a 60-0 oc purfms, except end verticals. 13-14=781/1491,12-13=-781/1491 Standard BOT CHORD WEBS 1) Floor: Lumber Increase=1.00, Plate Increase=/.00 Rigid oefling directly applied a 6-0-0 oc bradng, Except 1-17�-4559/0,1012-125/1164, 3-17=220710, 612290/15, Uniform Loads (pIQ 10_0_0m bracing: 17-18,11-12. 3-16=011421,7-12--542f756,5-16-1118/0 Vert. 1-18=16, 1-10=-80 NOTES (9) Concentrated Loads (lb) REACTIONS (misize) 17 = 3927/0-58 (min. 02-10) 1) Unbalanced Boa We loads have been considered for this design. Vert: 1-2690 19= 4421038 (min. 01-8) 2) All bearings are assumed to be SPF Not. Max U;,ft 3) Bearing stjohd(s)19 considers parallel to gain value using ANSYrPI 1 angle to gain 19-61(LC 2) formula. Building designer should verity capacity of bearing surface. 4 r, "� �+' Max Gmv 4) Provide mechanical connection (by others) of bm to bearing plate capable of �4if 17 3927(LC 1) withstanding 61 @ uplift at pint 19. 19 63ALC 3) 5) This truss is designed in accordance with the 2009 International Residential Code sections R502A 1.1 and R802.102 and referenced standard ANSVTPI 1. FORCES Qb) - Max. CompJMax. Ten. - An forces 250 (m) a less except w9ron shown. 6) "Semirigid ptdhbreals with foxed heels" Member and fogy model was used in the q TOP CHORD analysis and design of tris truss. 1-2=013650,2-9f1W4,3-4-1072n722,4-5-1072/1722, ''T _ v rte' ,�;4- 28522 Ttvss 0-1-8 H ' 1I— 9-81 i 2-6-0 Job Reference ID:SPJw98AGWOuv4hF 1-10-8 _J 01-8 zz_ 3x4 = 6x16 = 4x9 = 20 II 3x4 = 3x6 = 1.5x4 11 2-0-0 2-242 LOADING(psf) SPACING 1-7-3 TCU. 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 SCLL 0.0 Rep Stress Ina NO BOOL 10.0 Code IRC20091TPI2007 LUMBER TOP CHORD 4 X 2 SPF 1650E 1.5E •Except' T1: 4 X 2 SYP 2850F 2.3E BOT CHORD 4 X2 SPF 1650F 1.5E WEBS 4 X 2 SPF No2 BRACING TOPCHORD Structure! wood sheathing directly applied or 6-0-0 oc Purim, except and verticals. BOTCHORD Rigid ceiling directly applied or 6-" oc tracing, Except 104W oc bracing: 15-16. REACTIt NS 0x6mm) 10 = 44510-38 (min. 0-1-0) 15 39281058 (min.0-2-10) Max Uplift 10 -W(LC 2) Max G— I o ray10 = 634(LC 3) 15 = 39MLC 1) FORCES (ib) - Max. CompJMax. Ten. - Atl faces 250 Ob) or less except when shown. TOPCHORD 1 -2=0r -M, 2-3=05654,1 I- 07411730, 4-5=1 07411 7 3 0, 56=15041747,6-7=1 504/747, 7-8-1504/747 634#/-58# CSI DEFL in(loc) Well Ud PLATES GRIP TC 0.85 Ved(LL) 02813-14 x678 480 Mf20 1971144 BC 0.75 Vert(TL) -0.461011 X414 360 WB 0.46 Horz(TL) -0.03 10 We We (Mabtx) Weight 87 Ib FT=4%F, 10%E TOPCHORD 1-2 13650, 2-3--M654, 3d=-107411730.4-5-7 07411130, 5-6=-15041747, 6.7=-1504(/47, 7-8=150W47 BOTCHORD 14-15--2505/132,13-14=74711504,12-13--747/1504, 11-12=747/1504, 1011=196584 WEBS 1-15=455810, 8-10=1111222, 3-15=-2208M, 8-11=825W4, 3-14=011416,7-11-186=,5-14--115210 NOTES (8) 1) Unbalanced floor five loads have been considered for this design. 2) All bearings are assumed to be SPF No.2 . 3) Provide medlanial connecWn (by others) oftruss to bearing plate capable of wilfw1a ung 58 It, uplift atjobd 10. 4) This buss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSVTPI 1. 5) "Semkigid pttchbreal¢ with fKed heels" Mernber end fnc8y model was used in the analysis and design of Bels buss. 6) Recommend 2x6 strongbada:, on edge, spaced at 10-0-0 oc and fastened to each truss vdtlh 3-104 (0.131"X 3') nalk. Saagbaft to be attached to walk at Meir outer ends or restrained by other means. 7) CAUTION, Do not erect bm bacWtards. 8) Ali Plates 20 Gauge Unless Noted LOAD CASE(S) Standard 1) Floc: Lumber Inaease=1.00, Plate Increass�1.00 Unite hm Loads (pin Vert: 1016=16,1-9=$0 Concentrated Loads (lb) Vert: 1=2690 Job Tress TnssType Oh Ply 850 REAT POND RD. N. ANDOVER, MA 28522 F18 Floor Trus 3 1 Job Reference ona Truss Engineering Corp.. Indian Orchard, MA 01151 7.250 a Jan 25 2012 MiTek Industries, Inc. Mon Nov 1206:03:03 2012 Page 1 ID:SPJw98AGWOuv4hFJahBVuyLLH1-NplkGZCNPF7eWaKPwlaZ74PPUcNxHWBKGINn9yK1A 2-6-0 i 2-1$ i 2-4-8 01$ Scale -1:20.4 I 3x4 = 2x = 3x4 11 3x6 = 3x6 = 2x3 11 2x3 11 4x6 = 3x4 11 2 3 I 4 5 TI 6 7 8 6 15 13 12 11 10 9 3x4 = 3x8 = 3x6 = 2X3 II 3X4 = 3x6 = 3x6 = 14749M 821N O 1-0-81-1-0 94-8 11 11-9-0 19-6-0 _ r 1-1-8 0- -0 7-7-82-7-0 7-9-0 Plate Offtek 5:0-1-0 6:0-1-804-0 110:0-1-6 Edgel (11:41-8 Edge LOADING (psD SPACING 1-7-3 CSI DEFL in (loc) Well Lid PLATES GRIP TCLL 40.0Plates Increase 1.00 TC 0.90 Vert(LL) -0.34 11-12 >625 480 MT20 1971144 TCDL 10.0 Lumber hoarse 1.00 BC 0.75 Vert(TL) -0.5111-12 >423 360 SCLL 0.0 Rep Stress Ina NO WB 0.35 H-z(TL) -0.04 14 n1a n1a BCDL 10.0 Code IRC2009RP12007 (Matrix) Weight 85 Ib FT = 4%F, 10%E LUMBER TOP CHORD 4 X 2 SPF 1650E 15E BOT CHORD 4 X 2 SYP 28WF 2.3E WEBS WEBS 4 X 2 SPF Not 7-9=153010, 7-1 0=011136, 410=34010, 314=169281, BRACING 3-13-W8,4-13-W7/0,411-4532M, 1-14=662N TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except and verticals. NOTES (7) BOT CHORD 1) Unbalanced Roar Ove loads Clave been considered for this despn. Rigid coming directly applied or 10." oc bracing. 2) Ali beatings are assumed to be SPF No2 . 3) This truss is designed to accordance with the 2009 hriernaBonal Residential Code REACTIONS (OYsize) sections R502.11.1 and R802.102 and referenced standard ANSlfrPI 1. 9 - 8178-3-8 (min. 0-") 4) "Semirigid pitchbteaks with fixed heels" Member end fouly model was used In Bre 14 1474Ai-3-8 (mkt. 41-8) analysis gird design of thistruss. Max Grev 5) Recommend 2x6 strongbacks, wedge, spaced at 10-0-0 oc and fastened to each _ 9 821(LC 3) toss with 3-10d (0.131' X 3') nails. Strongbacs to be attached to walls at thea outer 14 = 1474(LC 1) FORCES (1b) - Max. CompJMax. Ten. - Ali faces 250 (Ib) or less except when shown. ends or restrained by other means. 6) CAUNON, Do not erect buss beckwants. 7) AO Plates 20 Gauge UMess Noted `y , r• , j. h S! TOPCHORD 1-2 1461, 2-3=N64,3.4-186610,4-`. 2353/0,5-6-235310, LOAD CASE(S) 6-7-235310 Standard BOT CHORD 1) Floa: Lumber lnaease=1.00, Plate lnaease=1.00 .Y 19NIIU00, IL -IJ- CJY0, 11-1LaaLJaa, 1LL11=WL.la3, unnorm L0aas OM) 410�I1355I Vert: 9-15--16,14=-80 WEBS Concentrated Loads (Ib) 7-9=-153081, 7-10=017136, 6-1 0=14M, 010, 3-14-1692f0, Vert 1=450 28522 0-1--88 li t=1 ' 2-6-0 TnISS 0 ID:SPJw98AGVVOuv4hF 1f --I � 7�--1 0'L1-8 rc=1 3X4 11 4X9 = 4X9 = 4X6 = 2x3 11 4x6 = 3x8 = 1096" SM00 0.8-12 6 11-0-8 125-0 19-6-0 6 103-12 1, 7-1-0 LOADING (psQ SPACING 1-73 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Wrtther Increase 1.00 BCLL 0.0 Rep Stress Ina NO BCDL 10.0 Code IRC2009fM2007 LUMBER TOP CHORD 4 X 2 SPF 1650E 1.5E BOT CHORD 4 X 2 SVP 2850E 2.3E WEBS 4 X 2 SPF Na2 BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except and verticals. BOTCHORD Rigid cx3khg directly applied or 10 0-0 oc bracing. REACTIONS (IbWze) 11 88510-3-8 (min. 0-1-8) 16 - 58 109610(min. 0-1-8) Max Grev 11 = 889(LC 3) 16 = 1096(LC 1) FORCES (lb) - Max. ComplMax. Ten. - AO forces 250 ((b) or less except when shown. TOPCHORD 3-4=-244910, 4-5-244910, 5b302 =110, 6-7=302110, 7$-258710.B-9-258710 BOTCHORD 15-16=011452 i 5-16 11452, 14-15=OM26,13.14=V"7,12.13=Qa587, 11-1"IM5 9-11=16 7 710,116=164710, 9-12=QIIM, 115/1136, CSI DEFL in 0.) I/defi Ud TC 0.71 Verl(LL) -02513-14 906 480 BC 0.76 Vert(TL) -0.411114 >548 360 WB 0.35 Horz(TL) 0.04 11 Na Na (Malt) WEBS 9-11=1677/0,116=164710, 9-12-17250, 3.1511136, 8-12=34W, 5-15=550M, 644=-M0, 7-14 47, 7-13=36710 NOTES (9) 1) Unbalanced it= We bads have been considered for this design. 2) AO bearings are asaurned to be SPF Not. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R8(2.102 and referenced standard ANSI/TPI 1. 4) "Semi-rigid pilcirmals with fixed heels" Member end fa6y model was used M the welysis and design of this truss. 5) Recommend 2x6 strongbacicr, an edge, spaced at 10-00 oc and fastened to each toss with 110d (0.131"X 3' naiis. Sbongbac s to be attached to wa0s at twit outer ds enor restrained by other meas. 6) CAUTION, Do not erect truss badnvards. 7) Hanger(s) or Other connection device(s) shall be provided sutfidierd to support conomband load(s)140 Ib down at 0-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of olhers. 8) in the LOAD CASES) section, loads applied to the face of the truss are noted as trod (F) or back (B). 9) AO Plates 20 Gauge Unless Noted PLATES GRIP MT20 1971144 Weight 88 lb FT=4%F, 10%E LOAD CASES) SlarMard 1) Raw.. Lumber Increase=1.00, Plate Incranse=1.00 Uniform Loads (pit) Vert 11-17=16,1-10=-80 Concentrated Loads (Ib) Vert: 1=1400 28522 F19 I Floor Truss 12 I 1 I,bb Reference (optional MA 01151 250s Jan 252012 Wei,Indus6ies In ID:SPJwgMGV40uv4hFJahOVuyLLH1-500xxoXJ2YrF,Ub?N 0-4-0 64 = 3411 3x6 11 6x6 = 1 1-0-0 2 1-" 3 0-11.8 4 I LOADING (psf) SPACING1-7-3 TOLL 40.0 PFates in. 1.00 TCOL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Irnr YES BCDL 10.0 Code IRC2009/TP12007 LUMBER TOP CHORD 4 X 2 SPF 165OF 1.5E BOT CHORD 4 X 2 SPF 1650E 1.5E WEBS 4 X 2 SPF Not OTHERS 4X4SYPNo2 BRACING TOPCHORD Structure! wood sheathing directly applied or 44-0 co purfms. BOTCHORD Rigid ceiling directly applied or 1044 a bracing. REAC71ONS (0dsize) 1 = 18410.3-8 (min. 0-i-8) 9 18510-38 (min. 0—") FORCES Qb) - Mar. CompJMax. Ten. -Ali forces 250 (b) or less except when shown. NOTES (9) 1) Unbalanced floor five loads have been considered for this design. 2) Ali bearIngs are assumed to be SPF Not. 3) Bearbg at Ord(s) 9 oonsiders parapet to grain vale using ANSI M 1 angle m grain forrmda. Building designer should " capacity of beading surface. 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSVrpi I. 5)'Se qld p tchbrealm with fixed beets' Member end fodty model was used in the anaysis and design of this buss. 3x4 = 3x4 = 7 3-1-0 6 2-8-8 CSI DEFL M (bc) Wait Ud TC0.03 Vert(LL) -0.00 5 >999 480 BC 0.06 Vwt(TL) -0.02 5 >999 360 WB 0.06 Haz(TL) 0.00 9 rda rva (Matrix) 6) Reammend 2x6 strongbxcim, on edge, spaced at 10-0-0 oc and fastened to each truss with 9-10d (0.131' X 31 nags. Strongbactm to be attached to wags at tlnea outer ends or restrained by other means. 7) Gap between inside oftop chord beading and first diagonal or vertical web shag not exceed 0.500in. 8) CAUTION, Do not erect truss ba*wards. 9) Ali Plates 20 Gouge Unless Noted LOAD CASE(S) Standard 4_2.4 5 PLATES GRIP MT20 1971144 Weight 2216 FT -4%F, 10%E 9 Scale =1:7, 0 Job muss rnussrype ar PN 950 GREAT POND RD. N. ANDOVER, MA 28522 F20 Floor Truss 5 1 Job Reference "oral Truss Engineering Corp., Indian Orchard, MA 01151 250 s Jan 252012 MiTek Industries, Inc. Mon Nov 12 06:03:47 2012 Pa 1 ID:SPJw98AGVVOuv4hFjah8VuyLLH1-5HyMVdz2ngPoKhsVbNMME7dLTnaSepOYMgJ 0-1-8 2-6-0 1-9-0 2-5-8 H 1 Scale 1:14. 3x4 = 2x3 11 3x4 = 6x6 = 12x3 II 2 3 4 5 10 2x3 = 11 R m 0 8 7 4x4 = 6 3x4 = 3x6 = 462WW1 465" 7-3-0 9-0-0 9-9-41 7-3-0 1-9-0 1 0-9-4 04-12 Plate Offsets X :0-1-0 ). 14:0-1-8Edge] f7:.i-B.Edge idgel LOADING (psi)SPACING 1-7-3 CII DEFL in (loc) Wall Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) 022 6 >525 480 MT20 1971144 TCDL 10.0 Lumber Increase 1.00 - BC 0.39 Verl(M -0.32 8-9 >365 360 BCLL 0.0 Rep Stress Ina YES WB 025 Horz(M) 0.02 11 Na Na BCDL 10.0 Code IRC20091TR2007 (Matrix) Weight 42 lb FT - 4%F, 10%E LUMBER TOP CHORD 4 X 2 SPF 1650E 1 SE BOT CHORD 4 X 2 SPF 1650E 1.5E 3) Bearing atjo'vd(s)11 considers parallel to grain value using ANSVrPI 1 an b grainformula. Building designer should verify capacity of hearing surface. OTHERS4 X 4 SYP No2 4) This truss is designed in accordance with the 2009 International Residen8ai Code BRACING sections 8502.11.1 and R802.102 and referenced standard ANSVTPI 1. TOP CHORD 5) "Sarwrigid pitdnbreaks with fixed heels' Member and foray model was used in the Structural wood shealhaV tiredly applied or 6-0-0 oc purfins, except and vetticals. ane" and design of this truss. BOT CHORD 6) Recommend 2x6 sWigbacks, on edge, spaced at 104-0 oc and fastened to each Rigid ceilkng directly applied or 1044 ocbracarg, truss w1Ih 3-10d (0.131' X 3') nafs. Strorgbacks to be aaacined to waft at their outer ends cr restrained by other merms. REACTIONS (dlsize) 7) CAUTION, Do not erect truss backwards. 9 4621.5.8 (min. 0-1-8) 8) AO Plates 20 Gauge Unless Noted 11 46&0-3-8 (min. 0-1-8) FORCES (Ib) - Mex. CompJMax. Ten. -An forces 250 (lb) or less except when shown. Standard —, TOPCHORD 2-3-7M, 3-4--79310,4-5--79M, 5-11=46510 BOTCHORD 8&9=0666, 77793 WEBS 5-7 %M, 2-9=74810, 4-7=-30910, 24=0260 NOTES (8) 1) Unbalanced floor five bads have been considered for this design. 2) AD bearings are assumed to be SPF Not. F20A 2-5-8 6x6 = 3X4 = 3X4 = 2 Floor Truss I � I 1 Job Reference (optiona0 7.250 s Jan 252012 MiTek Indusmes, Inc. Man Nov 1208.03.522012 ID:SPJw98AG WOuv4hFJahBVuyLLH1SFmFYJoWlhu5apl8z2UOxwwMCKFiGYXg4bj F 1-3-8 2-6.0 OT r6 n Scale = 20 II 3 420 11 53,4 = 63x4 11 3Xa = 2-9-0 3x6 = 2-" Plate Offsets :61-8,Edgel [4:0.1-8Edge118:0.1-B Edgel 19:0.1$,Edgee LOADING (pst) SPACING 1-7-3 CSI �L in Qoc) Udell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) 022 10 >501 480 MT20 1971144 TCDL 10.0 Lumber Increase 1.00 SC 0.30 Vert(TL) -028 7-8 >403 360 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code IRC2009/TPI2007 WB 022 (Matrbc) Horz(TL) 0.01 7 n1a nla Weight 40 th FT = 4%F, 10%E LUMBER TOP CHORD 4 X2 SPF 1650E 1.5E 3) Bearing at Ings) I I considers pareW to grail value using ANSI/TPI 1 angle o gram BOT CHORD 4 X 2 SPF 2100F 1.8E formum. Buildng designer should verify capacity of beating surface. WEBS 4 X 2 SPF Not 4) This truss is designed in accordance w8h the 2009 International Residern8al Code OTHERS 4 X 4 SYP Not sections R5WA 1.1 and R802.102 and referenced standard APSUTPI 1. BRACING 5) "Semi-rigid pitdnbeaks with fired heels" Member end foxily rtrodel was used in the TOP CHORD Structure! wood sheaBnog directly applied a 6-0-0 oc pudns, except end verticals. analysis and design of Otis truss. 6) Reco nmend 2x6 strongbecls, on edge, spaced at 100-0 oc and fastened to each BOT CHORD truss vA 3-10d (0.131"X 3") nails. Strongbads to be attached to wails at their arta Rigid ceiling directly applied a 104)-0 oc bracing. ands a restrained by other nears. REACTIONS (Wsize) onot erea truss adwards. 7 445163-8 (nin.0-1-08) 8) All Plans 20 Gauge less ted 11 4431638 (min. 0.1-8) LOAD CASE(S) OF FORCES (Ib) - Max. CwMA4vx. Ten. - A0 farces 250 (lb) a less except when shown. TOPCHORD , 1-2-71710,2-3--71410,34--7t4/O,4-5-71410, 1-11=-44310 BOTCHORD &9=0074, 7$0/624 WEBS 57=70410,13=0!196, 34=-26100 I d"�s115 J xNOTES (8) a 1) Unbalanced Boor Me bads have been considered for tide design. 2) AA bearings are assumed to be SPF No.2 .�3' Job TType Oly Ply 950 GREAT POND RD. N. ANDOVER, MA 28622 FLOOR TRUSS 4 1 F 'onel ruse Er�reaing Corp.. in6an ard, MA 01151 Job Reference 7.250 a Jan 2 072 hb-fek Industries, Inc. Mon 1 08:04:21 2012 1 n ID:SPJw98AGWOuv4hFJahSVUyLLH1-SgODeE911 DyaoOUk_S9XeUM281YPHpCrbdWey 19 2-5-8 _„ 2-6-0 „ 1-5-8 1-3-0� Scale =1:22 6x6 = 3x4 = 3x4 = 2x3 11 3x4 = 3x6 = 3x4 = 2x3 11 3x4 = 2x3 11 1 2 3 �,rd 4 63X4 — 6 7 8 9 10 r O Of O V 18 17 16 15 Nil 13 12 it 3x8 = 2x3 I I 2x3 11 1og" 20 11 3x4 = 3x4 = 60111101 0- -12 2-9-0 5-4-8 9-9-4 17-0-0 0-2-12 2-6-1 2-74 4-4-12 7-7-12 Plate Offse6461-8Ed 5:0-1-a Edgej f/'0-1-8Edge) [8'0-1A00-0) )100-1-8Edge) [12'0-1$Edge) 113:0.1-0Edgel,tls'0-1-80-0-0) 1160-1AE�e� LOAOMG (Ps1) SPACING 280 CSI DFFL in(I-) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 029 Vert(U) -0.08 1617 -999 480 MWO 197/144 TCDL 10.0 ber U nincrease 1.00 SC 0.31 Vert(TL) -024 18 >486 360 BCLL 0.0 SCOL 10.0 Rep Stress Incr YES Code IRC20091TP12007 WB 0.30 (Matrix) Horn) 0.01 11 Na ofe Weight 80 @ FT - 4%F, 10%E LUMBER TOP CHORD 4 X 2 SPF ISWF 1.5E BOT CHORD 4 X 2 SYP 2850E 2.3E BOT CHORD LOAD CASES) WEBS 4 X 2 SPF Not 1661711052, 161611052,14-15-11052,1314=/768, Standard OTHERS 4 X4 SYP Not 12-13/768,11-12=01676 BRACING WEBS TOP CHORD 614=285N,1-17 /1D63,544-97010.3-17=298M, Sbuctrxal wood she&mg directly applied or 680 oc purlins, except end verticals. 9.11=76710, 7-14=714/0 BOT CHORD Rigid ce8'mg directly applied or 1080 ac tuacing. NOTES (9) 1) Unbalanced fl m Irve bads have been considered for ft design. REACTIONS 0hUe) 2) Ali bearings are assumed to be SPF No2 . 11 4701Mednaniwl 14 100610-58 (min. 41-8) 3) Refer to girder(s) for truss to truss connections. 4) Bearing at}drAs) IS considers; paraW to grain value using ANSUTPI 1 angle to gratin i 19 = 58710.38 (mn.0-14) fornrula. BWldngdesigner OwWdverBycepac4ofbearingsurface. Residential Code Qf�' Max Gray 11 = 498(LC 4) 5) This truss's designed in accordance wfm the 20091ntanetionaf sectimrs R502.11.1 and R802.102 and referenced standard ANSI/M 1. s'(l�. p_ C 14 1006(LC 1) 19 601(LC 7) 6) "Semirigid pitchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this truss. %� 'pr�,fff. 7) Recommend 2x6 strongbacls, on edge, spaced at 1080 oc and fastened to each FORCES (Ib) Max. CompRdar. Ten. - All faces 250 (I)) or less except when shown. mss wim 3-10d (0.131"X 3') nails. Strongbads to be attached b wNLa at their older 1 TOP CHORD other eant. ends or restrairnedotm ` 1-2=95610, 2J=954/0, 3d=35410, 4-5=105210, 54=261/113, 8) CAUTION, Do not erect buss backwards. 67=261/167=261/13,7-8-7680,8-9=76 t810,1-19=D 9) M Plates 20 Gauge Unless Noted 1617=0/1052,15-164/1052,14-1511052, 13-14768, NT'' - 1 IF21A (FLOOR TRUSS I Corp., Indian Orchard, MA 01151 2-5-6 „ 2-6-0 „ 1-9-8 6x6 = 3X4 = 30 = 20 11 - 3x4 = 3XIS _ t 2 3 4 53X4 — 19 6 1 Job Reference(o 'ona0 7250 s Jan 222012 Mi fe ID:SPJw98AGWOuv4hFjahBVUyLLH t-HrANX7HC Scale - 3x4 = 2x3 11 7 83M — 9 L 7-5-0 10-1-4 BOT CHORD 4 X 2 SYP 28WF 2.3E 0-2-12 2-6.4 WEBS 4 X 2 SPF Not 4-8-0 17 16 15 14 3 5-18= l8, 6.19--305118, 6-7=-305118, 7-0=-68610, 12 11 10 [SPiA 634#109 4x9 = 20 11 2x3 11 1000# 0 -?-12 2-9-0 7-5-0 10-1-4 BOT CHORD 4 X 2 SYP 28WF 2.3E 0-2-12 2-6.4 WEBS 4 X 2 SPF Not 4-8-0 2-8.4 3 5-18= l8, 6.19--305118, 6-7=-305118, 7-0=-68610, PlateO6setSM: (: I441SEdge] [SPiA Ed0e1 (7'0.1-0Edpel 181}7-B Edge] (90-1-B Edgej,jit 0-180-0-0) f12:0-1-8 Ed0e1,114'0-1-00401 115:0-1-8,Edge] LOADING ('so 11-1211/686,1411=01686 SPACING 2.0.0 CSI DEFL in (be) Well Ud TCLL 40.0 10 457MIedrarkd Plates Increase 1.00 TC 0.34 NOTES (9) Vwt(LL) -0.1015-16 >999 480 TCDL 10.0 2) All bearings are assumed to be SPF Not. Lunber Increase 1.00 BC 0.35 13 1006(LC 6) Vett(TL) -024 17 >505 360 BCLL 0.0 Rep Stress Ina YES WB 0.32 sections R502.11.1 and R802.102 and referenced standard ANSVTPI 1. Horz(TL) 0.01 10 n1a n1a BCDL 10.0 analysis and design of this truss. Code IRC200VM2007 (Mabx) 1-18=63410 truss with 3-10d (0.131"X 3") nails. Sbagbacb to be attached to wags at their outer LUMBER TOP CHORD 4 X 2 SPF 1650E 1.5E BOT CHORD 4 X 2 SYP 28WF 2.3E TOP CHORD WEBS 4 X 2 SPF Not 1-2--102110,2-3-1018m, 34-1018/0,4-5--1177)0, OTHERS4 X 4 SYP Not 3 5-18= l8, 6.19--305118, 6-7=-305118, 7-0=-68610, BRACING 1-18=6.'1410 TOPCHORD BOTCHORD Structural wood sheathing directly applied a 6-0-0 oc purlins, except and verticals. 15-1611/1177,14-15 /1177,1314--011177,12-13=/688, BOT CHORD 11-1211/686,1411=01686 Rigid ceiling doecity applied a 10-04) oc bracing. WEBS 6-13=2901L1-16=011135,513=107210,316=30210, REACTIONS (Wdze) 84D=77410,7-13-61910 10 457MIedrarkd 13 99410114 (min -0-1-8) NOTES (9) 18 - 6121038 (min. 01-8) 1) Unbalanced firer live bads have been considered for this design. Max Grav 2) All bearings are assumed to be SPF Not. 10 476(LC 4) 3) Refer to gbder(s) for truss to buss connectiars. 13 1006(LC 6) 4) Bearing atjoings)18 considers parallel to grain vahre using ANBUfPI 1 angle to gram 18 = 034(LC 7) formub. Building designer should verify capacity of bearing surface. 5) This Was Is designed in accordance with the 2009 International Residential Code FORCES (Ib) - Max. CompJMax. Ten. -AO faces 250 (Ib) a less except when shown. sections R502.11.1 and R802.102 and referenced standard ANSVTPI 1. TOP CHORD 6) "Semi-dgid pdMbreals with fixed heels" Member end fixity model was used'm the 1-2-102110, 2-3=101 SM, 34=101810, 4-5-1177/0. analysis and design of this truss. 5-19=305/18, 6-19=305/18, 6-7=-305/18, 75=586/0, 7) Recommend 2x6 strongbads, on edge, spaced at 10-0-0 oc and fastened to each 1-18=63410 truss with 3-10d (0.131"X 3") nails. Sbagbacb to be attached to wags at their outer ends or restrained by other means. 2x3 11 2x3 11 30 = 17-5-0 7-3-12 PLATES GRIP MT20 1971144 Weight 78 lb FT=4%F, 10%E 8) CAIfTION, Do not erect truss backwards 9) All Plates 20 Gauge Unless Noted LOAD CASES) Standard J J i w LL lL O B WITI-i-I 2-5 8 2-6-0 2-1-11 F 1-3-0 Ir- 1 6-6x0 6x9 = 3x4 = 3x4 = 20 11 3x4 = 20 11 3x4 = 1 2 3 4 5 6 1 I 1 I Job Reference (optional) 7.250 6 Jan 25 2012 hh7e ID:SPJw98AGWOuv4hFjah8VuyLLH1-WgDna 1� -3� , 11 �-13 , scale = 3x6 = 3x4 = 2x3 11 20 7 a 93x4 = 10 L SPACING 2-0-0 CSI DFFL in (loc) Well Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 13 12 11 Vert(LL) -0.091617 >999 480 717NN 4x9 = 2x3 11 30 = 0# j 97Y 20 11 2x3 11 3x4 = 0- -12 2-9-0 11-8-7 17-5-0 0-2-12 2-6.4 8-11-7 5-8-9 Plate OBseb (X.Y): 14:41-0 Edgel [541 8,04F0) 1801-0 Edgel 19'0-1-8 EdAel 11041-8 Edge1 112'0-i$ 0401 11301.8 Ed9e1 11541-8,Edgej 116:0-1.8 Edgel LOADING (ps0 SPACING 2-0-0 CSI DFFL in (loc) Well Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.091617 >999 480 MT20 197/1" TCDL 10.0 Lumber Increase 1.00 BC 029 Vert(TL) -027 18 >516 350 BCLL 0.0 BCOL 10.0 Rep Stress Ina YES Code IRC2009/1P12W7 WB 0.37 (Matrix) Horr(TL) 0.01 11 Na n1a Weight 79 lb FT = 4%F, 10%E LUMBER TOP CHORD 4 X 2 SPF 165OF 1.5E 8) CAUTION, Do not erect truss backwards. BOT CHORD 4 X 2 SYP 2850E 2.3E TOP CHORD 9) AR Plates 20 Gauge Unless Noted WEBS 4X2 SPF Not 1-2-1»5/0,2-3=-m1M. 34-1171/0,45=1529/0, OTHERS 4 X 4 SYP Not 516-152910,6-20-35110,7-2"I/0, 7-8--35310, LOAD CASE(S) BRACING 69=54110,1-19=717/0 Standard TOP CHORD SOT CHORD Struchtral wood sheathing drecty applied or 6-0-0 oc pur8ns, except end verticals. 16-17=0" 529,15-16=1111 529,14-15=Wl 230,13-14 1541, BOT CHORD 12-13=01541,11-12=01541 Rigid calling dhedly applied or 10-" oc bracing. WEBS 1-17=0/1306, 614=113510, 317-28210,6-15=0/507, REACTIONS (Wei-) 4-17-420/0,9.11-61110,8-14=-42110 14 = 9691411-4 (min.61-8)11 NOTES t 19 711 3-8 (mmine6�) U Unbalanced Boa live bads have been considered for this design.,�1 Max Gra' 2) M bearings are assumed to be SPF Not .fi' ` 14 972(LC 6) 3) Refer to girder(s) for buss to truss connections. 1 t = 421(LC 4) 4) Bearing atioings)19 considers parallel to grain value using ANSVTP11 angle to grain U, 19 = 717(LC 7) formula. Building designer should verify capacity of bearing surface. # f 5) This buss is designed in accordance with the 2009 International Residential Code 'Y FORCES gib) - Max. Comp!Max. Ten. - AB forces 250 (Ib) a less except when shown. sections R502.11.1 and R802A02 and referenced standard ANSVTPI 1. L' TOP CHORD 6) -Semi-rigid pifrhbreals with faked heels" Member end faity modal was used in the 1-2-117510, 2-3--1171/0,34--1171/0,44--1529/0, analysis and design of this truss. 55=-1529/0, 620--351/0, 7-20=351 /0, 74-35310, 69=-54110, 7) Recommend 2x6 strongbacis, on edge, spaced at 10-0-0 oc and fastened to each �yy ' 1-19=71710 trusswith 3-I0d (0.131"X 3")nails. Strombacs to be attched to walls at their outer SR -T3 ends or restrained by other meas. :' .- L7 Job muss Truss Type my ply MGR�PONDRD. N. ANDOVER, MA 28522 F21C FLOOR TRUSS 1 272(LC 4) 1Job Refer 18 = 731(LC 2) 7.250 s Jan 252012 NkTek Indwtries, Inc. Mon Nw 1 W-9152012 i Truss Bhginearirg Corp., Indian Orchard, MA 01151 ID:SPJw98AGWO0v4hFJah8V0yLLH1-7PGB)9WC7cTr0?zhK7fgeLpQlmvE4m7f1Sy leh 2-5-8 „ 2-6-0 „ 1-8-14 ..0-7-4 1-3-10 Scale =1:22. 5-640 6x9 = 3x4 = 30 = 2x3 11 3x4 = 1.5x4 11 2X3 11 3x6 = 3x6 = 3x4 = 20 11 1 2 3 4 5 6 7 19 8 9 10 -J 000 17 16 15 14 13 11 4x9 = 2x3 11 1.50 11 4x4 = 139" 3x4 = 73INN 0- -12 2-9-0 1 7-2-14 13-3-10 13 14 17.5-0 0-2-12 2.6.4 1 4-5-14 6-0-12 0-2.4 3-11-2 Plate Onsets 4418 Edge! I6:0-1-80-00) (1041-8 Edge) [13:0-1-6Edge115.,D.1-8,Edgel LOADING (psQ SPACING 2-0-0 CSI DEFL In (loc) Well Lld PLATES GRIP MT20 1971144 TCLL 40.0 Plates Increase 1.00 TC 0.39 Ved(LL) -0.121546 >999 480 TCDL 10.0 Lumber increase 1.00 BC 0.57 Vert(TL) -0.40 17 >396 360 BCLL 0.0 Rep Stress Ina YES WB 0.38 HTL) 0.01 12 Na orz( rda Weight 73 Ib FT - 49AF, 100AE BCDL 10.0 Code IRC20MM2007 (Matra) LUMBER TOP CHORD 4 X 2 SPF 165OF 1.5E 8) Recommend 2z6 sbongbactm, on edge, spaced at 10" oc and fastened to each BOT CHORD 4 X 2 SPF 165OF 1.5E TOP CHORD trtss vft 3.10d (0.131"X 3')na,'a. Strengbaccs to be stleched to walls at Meir outer WEBS 4 X 2 SPF No2 1-2=120410, 23=120110, 3-4--120110,4-5-15W. ends a restrained by other means. OTHERS 4 X 4 SYP Not 58=158410, 6-7=158410, 7-19=1441886, 8-19=-W/M, 9) CAUTION, Do not erect truss backwards. BRACING 8-9=144/886,1-18-73110 10) A8 Plates 20 Gauge Unless Noted TOP CHORD BOTCHORD Structural wood sheathing directly applied a 6-0-0 oc purlins, except and verticals. 15 -16=0I1584,14 -15=0I1584, 13-14 11584,1 2-1 3=0182 7 LOAD CASES) BOT CHORD Rigid ceifmg directly app0ed m 10-00 oc bradrg, Except WEBS 8.12=291/0, 1-16=011 3 3 9, 7-12=1453/0, 3.16=264!0, Standard 6-00 oc bracing: 11-12. 7-131875, 416=-432N, 6.13=27610, 9.11=295215, 9A2T-825/0 REACTIONS Qblsize) - -- NOTES (101 12 = 1276/0.114 (man. 0.18) 18 - 73010-38 (min. 0-18) Max Uplift 11 - -100(LC 2) Max Grey 11 = 272(LC 4) 12 = 1380(LC 5) 18 = 731(LC 2) FORCES Qb) - Max. CompAA=. Ten. -All forces 250 (m) a less except when shown. TOP CHORD 1 -2 -12D410,2 -3--120110,34-1201M, 45=158410, 1) Unbalanced floc Me loads have been considered for this design. 2) A8 bearings are assumed to be SPF No -2 . 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 18 considers parallel to grain value using ANSVTPI t angle to grain fomwla. Buildmg designs should verify cepacity of beadng surface. 5) Provide mechanical connection (by others) claws to bearing plate capable of wit standing 100 m uplift at W 11. 6) This truss is designed in accordance with the 2009 Intentional Residents! Code sections R502.11.1 and R802.102 and referenced standard ANSVTPI 1. 7) "Semi-rigid pitcnbreaks with faced heels" Member and It* model vras used In the analysis and design of this truss. TRUSS 0-1-8 H I 2� -6-0 1 1�-8 i 1i— -0-i scree 6x12 = 34 11 5x6 11 3x6 = 3x4 = 2x3 11 a 7 1 Jab Reference(o{Oona0 7.250 s Jan 25 2012 iTek Irdusnes, Inc. Mon Nw 1206.05.002012 e66 ID:SPJw98AGWOuv4hFJah8VuyLLH1-SKszpadmfCs22YmuHOB7EWUFmKkBMnYAPYBf4tyK 0-3-8 SCA =1:2 3)c4 = 20 11 3x6 FP= 20 11 402 = 2x3 = B 9 10 11 12 3X8 = 5X8 = 2x3 11 4x9 = 300 M18SHS FP= 3x6 = 412 = 4x9 = 13OMM 7-4-0 8-9-0 24-" 7-4$ 1-4-8 15-3-0 Plate O8asta (&Y)-. [4'43-0 Edgel (17615 Edgel (13£dge 0-151 f189-1-8 0-0-01 [19:0-1-8 Edgel 13019/0/1 LOADING (P-0 SPACING 1-10-0 CSI DEFL in poc) Udell (1d PLATES GRIP M120 1971144 TCLL 40.0 Plates Increase 1.00 TC 0.50 VertiLL) -0.40 1517 >716 480 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Ver M) -0.731517 >391 360 M18SHS 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.69 HortM) 0.11 13 Na n/a Weight: 1161b FT =4%F, 10%E BCDL 10.0 Cade IRC20091iP12007 (Matrix) LUMBER TOP CHORD 4 X 2 OF 2850F 2.3E BOT CHORD 4 X 2 OF 2850E 2.3E WEBS WEBS 4X2 SPF Not 11-13=-251410, 2-20=253110,11-14 911905, 2-19=0f1456, BRACING 3-19=92/00, 9-14=1200, 9-1591694, 6.17=475'63, TOP CHORD `.r17=-47910, 4-1791128(1 Structural wood sheathing directly applied m 6-0-0 oc purists, except and verticals. BOT CHORD NOTES (7) Rigid ceiling directly applied M 10660 oc bracing. 1) Wbatafced Boor five loads have been considered for this design. 2) A9 plates we MT20 plates unless otherwise Indicated. REACTIONS 0W.) 3) All beadngs are assumed to beSPF No.2 . 20 = 13061638 (nir. 0-1-8) 4) This Was is designed in accordance with the 2009 International Residential Code 13 = 1301A)-" (nen. 415) sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 5)-Semigdgid ptdhbreaks with fixed heels' Member and forty model was used In the FORCES Ob) - Max. CompJMax. Ten. - Ali forces 250 (lb) or less except when shown. analysis and design of this truss. y'1y, {)f TOP CHORD 6) Recommend 2x6 strongitacls, on edge, spaced at 1640 oc and fastened to each �ti 2-3=445070, 3d=4450/0, 4-5�MIM, 56=5274/0, truss with 3-I0d (0.131"X 3')nails. Strongbads to be attached to walls el0hev outer , 6-7558210, 7-8=-558210. &9=-55820/, 9-10—a1010, ends or restrained by other meas. 1611=391010 7) AN Plates 20 Gauge Linfess Noted 4'r BOT CHORD 19-2092264,18-19914450,17-18914450,1617915618, LOAD CASE(S) 1516915618,14-159/4970,1314=02231 WEBS 11_1 3--2514/0.2-20=2531/0,11-14=0/19D5,2-19=012456, 319=9250,9.14=124/00, 9-159/694, 6-1 T--475163, 21 Job Toss TnssType Oty %y 950 GREAT POND RD. N. ANDOVER, MA 28522 F23 Flow Truss 3 1 "onal Toss Engineering Corp., Indian Orchard, MA 01151 Job Reference o 7h8V a Jan 25 2012 H x Industries, Inc Mon Nw 12 060526 SrZI Paaggee 1 ID:SPJw98AGWOuv4hfJahBVuyLLH1-hKRoHSx4j88MAYmtouf51Egz9FGx}iCeN9SrZINyK16 0.4-0 1-3-0 1-3-0 i 1-3-12 2-6-0 1-7-13 , L 2-2-7 5c51e =1:27.4 3x4 = 3x6 — 6X6 = 3x4 = 3x4 = 3x6 = 3x4 = 2x3 11 3X4 = 2x3 11 3x6 FP= 3x6 = 4x4 = 1 2 3 4 5 6 7 8 T2 9 10 11 12 T1% m i O IY LL O V 21 20 18 17 16 15 13 1O W/-16M 3X4 = 10 100 3x6 FP= 3x4 = 2x3 11 3x8 = 1`al 3x4 11 0 4-4-0 19-2-13 21-9-0 0-4-8 3-11-8 14-10-13 2-6-3 Plata ONsels": 16.0-1-8..Edge! f7:0-15,Edge1.I121DA-6 Edged 16:0-1-80-0-0 17:ml-q LOADING(psf) SPACING 1-7.3 CSI DFFL in (I-) Udell L/d PLATES GWP 197/144 TCLL 40.0 Plates hhcrease 1.00 TC 0.42 Ven(LL) -0.0915-16 >999 480 Km TCDL 10.0 Lumber Increase 1.00 BC 0.39 Ved(TL) -0.1415.1 6 >999 360 BCLL 0.0 BCOL 10.0 Rep Stress Irhcr YES Carle IRC2009/TPI2007 WE 026 (Matra) Hmz(TL) 0.01 13 Na Na Weight 91 @ FT = 4-AF, 10%E LUMBER TOP CHORD 4 X 2 SPF 165OF 1.5E 8) Gap beween Inside oftop cord bearing and first diagonal or vertical web shatl not BOT CHORD 4 X 2 SPF 165OF 1.5E TOP CHORD exceed 0.500in. WEBS 4 X 2 SPF Not 12-13-01629, 3-4=O/l42, 45 7746, 55=97910, 6-7=97910, 9) CAUTION, Do no sect buss back—cls. BRACING 7-8=-81510, 8-9=815/0,9-10:181 5M. 10-1 1/1162, 10) A➢ Plates 20 Gauge Unless Noted TOP CHORD 11-12/1161 Structural wood sheathing directly applied m6-0-0 ac purrs, accept end verticals. BOT CHORD LOAD CASES) BOT CHORD 1920=-37510,18-19=OI384, 17-18=O7J84, 1917=OP979, Stented Rigid calling directly applied a 10-09 oc bracing, Except 1516--01979 6-M oc bracing: 19-20,14-15. WEBS 1-20-25321, 3-211=0297,10-14=134310, 5-19=114310, REACTIONS (O.U.) 10-15 1863, Sn=9/678,12-14-132910,119=51610 13 5501Mainanicel 1 = 121038 (rrin.0-15) 14 154710-114 (min. O.") NOTES (10) 1) Unbalanced floor five bads have been considered for this design. 1 19 10931038 (min. 0-1-8) Max Uplift 13 =-624(LC 2) 2) All bearings are assumed m be SPF Not. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection Ory others) of toss to bearing plate capable of L {, rF? )C h H 1-168(LC 3) withstanding 624 m uplift atj*d 13 and 168 lb uplift at joint 1. Code Max Grave 1 = 103(LC 7) 5) This buss is designed in accordance with the 2009 International Residential sections R50211.1 and R802.102 and referenced standard ANSI/rPI 1. C3 14 = '-(LC 7) 6)'Sw"gid pits hbreaks with fixed heels' Member end forty model was used in the 19 = 1094(LC 2) analysis and design of this truss. 7) Recommend 2x6 strongbacts, wedge, spaced at 10-0-0 oc and fastened to each- - FORCES Ob) - Max. CwgJMm. Ten. - Ali forces 250 (lb) a lass except when shown. truss With 3-10d (0.131"X31 nails. Strogbacls to be atadned to walls at tieh outer coria nr reek>innA M nN,w main,= �fx. rG�� CM�"'ix ...5�/l 26522 1 3x4 11 2 3 14 13 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 40.0Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code iRC2009/TP12007 LUMBER TOP CHORD 4 X 2 SPF 1650E 1.5E BOT CHORD 4 X 2 SPF 1650F 1.5E WEBS 4X2SPFNo2 OTHERS 4 X 2 SPF Not BRACING TOP CHORD Structural wood sheathing dvec8y applied a 6-00 oc purlins, except end vertical,. BOTCHORD Rigid cwTmg dim* applied a 10-0-0 oc bracing. REACTIONS All bearings 7-10-8. (m) - Max Grav ' All reactions 250 m a less atjoint(s)14,8,13,12, 11, 10,9 FORCES (Ib) - Max. CompJMmc. Ten. -A1 faces 250 (Ib) a less except v*m shown. NOTES (9) 1)Ali plates ere 2x3 MT20 unless ottnarwrse Indicated. 2) Gable requbes continuous bottom chord bearing. 3) Truss to be fully sheathed from one face a securely braced against lateral movemerd (.e. diagonal web). 4) Gable studs spaced at 14-0 oc. 5) All bearings are assumed to be SPF Not . 4 12 11 7-10-8 7-10-8 1 Job Reference (o ID:SPJw98AGW0uv4hF 10 CSI OUL in (oc) Well Ltd TC 0.05 Vat(LL) we - we 999 BC 0.01 Vert(TL) nla nla 999 WB 0.02 Hwz(TL) 0.00 8 Na Na 6) This buss is designed In accordance xft h the 2009 International Residential Code sections R502.11.1 and R802.102 and refermad standard ANSOTPI 1. 7) "Semi-rigid pitchbreals with fired Creels' Member end fodty model was used'm Bre analysis and design of Oris truss. 8) Reconanend 2x6 strongbads, on edge, spaced at 10-" oc and fastened to each tress with 3-10d (0.131' X 3' nm1s. Strongbads to be attached to walls at their outer ends a restramed by other means. 9) Al Plates 20 Gauge Unless Noted LOAD CASE(S) Standard OT1T8 Scale = 6 T 30 11 9 PLATES (map MT20 1971144 Weight 31 Ib FT = 4%F, 10%E u 3x4 = 28622 F26GE I Floor Tnm 3 1 1 .lob Reference (optionaU Chard, NIP. 01151 7.250sJan252012 NA7eklndusbes,Inc. Mon Nw 12 06 05 42 2012 Pe'pQ�e ID:SPJw98AGVu0uv4hFJahBVuyLLH1-DPPrex86y89457ykFxrxcVopipcl VlkgyjPd2yK1 0r1T8 0" Scale =1:11 1 2 3 4 5 6 3x4 11 13 iT T r 1: l if R I I!, 12 11 10 9 8 7 30 = 30 — 6-0-0 6-0-0 LOADING (pst) SPACING 1-7-3 CSI DEFL in (loc) Vdet Ltd TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) Na - Na 999 TCDL 10.0 (umber Increase 1.00 BC 0.01 Vert(TL) n1a - rda 999 BCLL 0.0 Rep Stress lncr YES WB 0.02 Horz(TL) 0.00 7 n1a Na BCDL 10.0 Code IRC2009/rP12007 (Matt) LUMBER TOP CHORD 4 X 2 SPF 1650E 1.5E 7) "Sernmigid pitchbrealm with toed heels" Member end 5* model was used in the BOT CHORD 4 X 2 SPF 165OF 1.5E analysis and design of Oft buss. WEBS 4 X 2 SPF Not 8) Recommend 2x6 sbongback s, on edge, spaced at 10-0-0 oc and fastened to each OTHERS 4 X 2 SPF Not buss with 3-10d (0.131' X 3") nags. Sbongbacks to be attached to wafts at Oceir outer BRACING ends a remained by other means. TOP CHORD 9) An Plates 20 Gauge Unless Noted Sbuchual wood sheathing directly applied or 6-0-0 oc pudms, except and verticals. BOT CHORD LOAD CASE(S) Rigid calking dhedly applied or 10-0-0 -bmdng. Standard REACTIONS All bearings 6-0-0. , (m) - Max Gmv All reactions 250 lb a less at)okd(a)12, 7,11,10, 9, 8 FORCES Ob) - Max. CoitalMax. Ten. - An faces 250 (ib) or tress except when shown. NOTES (9) 1) A0 plates are 2x3 MT20 unless otnehwise indcated. 2) Gable requires continuous bottom dmrd bearing. 3) Truss to be fully sheathed from ane face or securely braced against lateral movement (i.e. diagonal web). 4) Gable stalls spaced at 140 oc. 5) All beadngs are assumed to be SPF No.2 . 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSVrPI 1. PLATES GRIP MT20 1971144 Weight 25 lb FT - 4%F, 10%E Job Truss cry Pov=950GREATND RD. N. ANDOVER, MA 28622 FG4 �TZLOOTYRP�TRLISS 1 al Truss rgneering Corp., Irxian OiMard, 01151 7 25 s Jan 252012 WalkIndushies, Inc. Mon Nov 1208:06:05 2012 Pe9e 1 ID:SPJw98AGVVOuv4hF-,JahBVuyLLH1-2glXTOPXYA2gLYENaaIENTyaszRkwpD771079.YI, 0-1-8 H 1�-0� 2-6-0 2-6-0 7 , 2-4-8 2-6-0 2-6-0 Scale =1:24. 3x4 = 2x = 3x4 11 4X9 = 20 11 2x3 11 3x4 = 5X6 = 3X4 11 2 3 4 53XIS—Tl 6 7 �xs9 10 Ell9 18 16 15 14 13 12 30 = 4X9 = 4x6 = 20 II 3x8 = 09 = 5x6 = 4X6 = 1281ft100 129MM 1-6-0 174-8 15"3-12 19-6-0 11 1-6-0 04-8 13-8-4 4-2-4 Poste Ormets KYY 14.0-1-8,Edgel,15*.0-1-8,Edgel,lll:Edge.O-IA.115,.O-",0401.116,0-",EdgeI LOADING (psf) SPACING 1-7-3 CSI DEFT. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vat(LL) -024 14-15 -868 480 MT20 1971144 TCDL 1 0. 0 Lumber Increase 1.00 BC 0.99 Vmt(TL) -0.43 1314 X493 360 BCLL 0.0 Rep Stress Ina NO WB 0.41 HwzM) 0.08 11 n/a Na BCDL 10.0 Code IRC20097rP12007 (Matrix) Weight 85 tb FT - 4%F, 10 -AE LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E 9) All Plates 20 Gauge Unless Noted BOT CHORD 4 X 2 SPF 1650E 1.5E BOT CHORD WEBS 4 X 2 SPF Not 16-1711568, 15-162838, 14-1 5=12 83 8, 1314=0/3610, LOAD CASE(S) BRACING 12-133258, 11-121241 Standard TOP CHORD WEBS 1) Flom: Lumber Increase=1.00, Plate lncrease=1.00 StrucBoai wood sheathing &m* applied m 6-0-0 oc purlins, except end verDeels. 7-13=-375A, 17=18, 31"1470, 6-14=27310, 3 3M0 Undonn Loads (plf) BOT CHORD 4-16=40410,5-14=01994.5-15=.30310,1-17=27010, Vert. 11-18-16, I-lD=.8D Rigid ceging &rec6y appfied m 11100 oc bradng, Except 9-11=175510, 9-12-/1435, 8.12147810 Concentrated Loads Ob) 6-00 oc bracing: 17-18. Vert: I=l40(F) 8-580(F) NOTES (9) REACTIONS (@!size) 1) Unbalanced Boor five loads have been considered fm this design. hearings are assumed to be SPF Not. 11 = 1281M-58 (min.0-1-8) 2) M m 17 = 1281/0-58 (min. 0-15) 3) This fisc is designed in accordance v48h Bre 2009 Internatonal Residential Code Max Grey i seams R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. _-{�( Of ly. 129XLC 3) 1281(LC 1) FORCES gb) - Max. CompJMax. Ten. - All faces 250 (lb) or less except when shovm. TOPCHORD 34=2838/0, 45=283810, 56-356910,6-7-35M, 7.8=-327&0, 84=2206r0 BOTCHORD 16-17-I1568,15-16 2838,14-15=QrAM,1314=OrMIO, 12-13=0/3258,11-12/1241 4) "Semirigid pitdhbreaks vwFBh fixed heels" Member and Italy model was used or the analysis and design ofthis truss. 5) Recommend 2x6 sbongbada, an edge, spaced at 10-0-0 oc and fastened to each truss v f8u 310d (0.131"X 3) naffs. Strongbacks to be attached to wags attheir outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Hanger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s)14o It, down at 0-24, and 580 lb down at 153-12 on tap chord. The detection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as frail (F) or back (B). +rc 0-1-8 H 1 2-6-0 pT1,r8 14 I0:SPJw/98AGWOuv4hF 2-4-0 3x6 = TD815" A 5-9-12 7-3-0 9-9-4 104 0 I 5-9-12 1-5.4 2-6-4 0-'2A 2 LOADING (psf) SPACING 1-7-3 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 � Lumber Increase 1.00 BCLL0.0 Rep Stress Irur NO BCDL 10.0 Code IRC2009/TP12007 LUMBER TOP CHORD 4 X 2 SPF 1650E 1.5E BOT CHORD 4 X 2 SPF 165OF 1.5E WEBS 4 X 2 SPF Not OTHERS 4X4SYPNo2 BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purims, except and verticals. BOTCHORD Rigid caging daeft applied or 10-0-0 oc bracing. I REACTIONS (16'eize) 13 70910.58 (Mn. 0.1$) 15 809/0.38 (min.0.1-8) Max Gmv 13 = 709(LC 1) 15 815(LC 3) FORCES Qb) - Max. CompJMax. Ten. - Ali forces 250 (Ib) or less except when shmm. TOPCHORD 2-3=1226M 3-4-12260, 4-5=1327M, 55=132710, 6-7-1 33 010, 7-15=81510 BOT CHORD 12-13=011226,11-12=0226, 10.11=0n872, 9-10=011873 2-13=137310, 2 -12 -050,4 -11 -SM, 7-9%W1493.4-9-73410 CSI DEFL in Doc) Well L/d TC 0.34 Ver") -0.0610.11 >999 480 BC OS7 Vert(TL) -025 8 >468 360 WB 0.42 Haz(TL) 0.02 15 Na We (Maty&) WEBS 2-13--137310,2-12=0/350,4-11=4M,7-9=011493, 4-9-73410 NOTES (11) 1) Unbalanced Scor Me bads have been considered for this design. 2) M hearings are assumed to be SPF Not. 3) Bearing at joint(s) 15 considers parallel in gram value using ANSVTPI 1 angle to grain formula. Building designer sho9d verify capacity of bearing surface. 4) This truss is designed in accordance with the 20091nterm0mal Residential Code sections R502.11 A and R802.102 and referenced standard ANSVTPI 1. 5) "Semirigid pilchbreaks with fared heels' Member and fatty model was used in the analysis and design of this buss. 6) Recommend 2x6 strongbacls, on edge, spaced at 10-0-0 oc and fastened to each fuss with 3-10d (0.131"X 3")naris. Strongbad6 to be attached fn wags at Orel ceder ends or restrained by other means. 7) CAUTION, Do not erect buss backwards. 8) Use Simpson Strong -Tie THA422 (Smgie Chad Girder) or equivalerd at 59-12 from the left and to connectbuss(es) FG6 (1 pry 4 X 2 SPF) to front face of top chord,skewed 0.0 deg.fo the left sloping 0.0 deg. down. 9) FM all nail holes Mere hangar is in oontect with lumber. 10) In One LOAD CASE(S) section, loads applied io the lace of One buss ane noted as fmrd(F) or bad (8). 11) An Plates 20 Gauge Unless Noted PLATES GRIP MT20 1971144 Weight 48 lb FT -4%F, f(rE LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Rate Inaease=1.00 Uniform Loads (pIf) Vert 8-13-16,1-7=80 Concentrated Loads (lb) Vert: 4=5910 Scale =1:14 15 I, 28522 IFG6 Tr ss Engirheenng Corp., Irdan Orchard, MA 01151 I 1-M 1 Truss r 0-11-8 — Jab Reference(( I0:SPJw98AGWOuv4hF 3x4 = 17 70 9 2x3 11 8 7 3x4 = 3X4 = LOADING (psf) SPACING 2-" TCLL 40.0 Plates Increase 1.00 TCDL 10.0Lumber Increase 1.00 BCLL 0.0 Rep Stress Ina NO SCDL 10.0 Code IRC20091TP12007 LUMBER TOP CHORD 4 X2 SPF 165OF 15E BOT CHORD 4 X 2 SPF 1650F 1.5E WEBS 4X2SPFNo2 BRACING TOPCHORD Structual wood sheaf" directly applied a 600 oc pun8ns, except and verticals. BOTCHORD Rigid wiling directly applied or 1000 oc bracing. REACTIONS (ibwze) 7 = 5091Mechanical 11 576M1echanical Max G L 7= 635(LC 3) 11 = - 655(LC 2) FORCES (1b) - Max. CompJMaz. Ten. - All faces 250 (m) or lass except when shaven. TOP CHORD 2-3-109210,342-1092A 4-12--109210, 4-13=957/0, 5-13=957/0 BOTCHORD 10.11=0/674, 9.10 11092, 8.9=GI1092, 7-0/706 WEBS 5-7-92910,2-1 1=-8M. 54=0/384,2-1 0 626,4a=29710 CS1 OEFLin Doc) gde8 Ltd TC 0.45 Vert(LL) -0.05 8-9 >999 480 BC 0,49 Vert(TL) -0.05 8-9 >999 360 WB 0.18 Hmz(%) 0.01 7 We n/a (Matrix) WEBS 5-7=92910, 2-11=88810, 5$�IJ84, 2-101626, 4$=297/0 NOTES m 1) Unbalanced Baa live bads have been considered for this design. 2) A0 bearings are assumed to be SPF No.2 . 3) Refer to girder(s) for truss to toss conneclions. 4) This bras is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.102 and referenced standard ANSVrPI 1. 5) "Semi-rigid iitchlxeals with bred heels" Member end laity model eras used in the analysis and design of this truss. 67 Recommend 2x6 strongbads, on edge, spaced at 10-" oc and fastened to each toss vMh 3404 (0.131"X 3") nails. Stongbadrs to be attached to waft at their outer ends or restrained by other mears. 7) AD Plates 20 Gauge Unless Noted LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Ixnram Loads (plf) Vert: 7.11=20, 1�67-100 Concentrated Loads (Ib) Vert 5=3 2-8412=-8413=3 3x4 = PLATES GRIP MRO 197/144 Weight 31 Ib FT = 4%F, 10%E Scale = I 12-01-00 NSG C%4 70-08, ®� E ... \ U14 0 w CD \F4GE2 1- 0 � x 8-00-00 x 8-00-00 - ROOF TRUSSES uii§l:i-� ENGINEERING CORPO■ION Tnm NOTES (17) 13) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Pty Girder) or equivakvd at 1-114 from the left end to connect ouss(es) T1A (1 ply 2 X 4 SPF) to front face of top dmrd, skewed 0.0 deg.to the dght, sloping 0.0 deg. down. 14) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Trus, Single Ply Girder) or equivalent spaced at 24)-0 oc max. sterfing at IA 14 from the left end to 23114 to conned trusses) TI (i ply 2 X 4 SPF) to front face of bottom chard. 15) Fin an nag holes where hanger is In contact with lumber. try WARNING: The following hangers are manually applied but fag due to geometric considerations: HUS26 on front face at 1-114 from the left end. 17) Ag Plates 20 Gauge Mass Noted LOAD CASE(S) Standard I ) Sno . Lumber lwease=1.15, Plate Inarease=1.15 Uniform Loads (pit) Vert 14-87,6-1 1=97,2-15=2(),15-26=b0, 26,&-20,13-29=61), 10-13=20 Concentrated Loads (Ib) i Vert 3=275(F) 21-1021(F) 22-1373(F) 23=10210 24=1021(F) 25-1293(F) 27=1021(F) 28=1021(F) 29=-981(F) 30=1021(F) 31-1021(F) 32=1021(F) 33-1021(F) Truss 13-0-0 173-0 54 11 4x6 i 4x6 &00 12 6 719 18 3x8 i 17 Z0 3x6 11 7 HUSH ^� 4 8 4x9. 4 04x9 V1622 IG2 ICommon Truss 11 3 f1-7-81 411-15 , 9-11-15 , 13-11-15 , 17-11-14 , 22-11-14- 1-7� 411-15 5-0-0 4-0-0 40-0 5-0-0 411-15 1-7 8 5x6 = 6 4x6 i 4x6 I 7.39 12 5 7 18 19 34 ,5, 17 4 4x9 i 3 20 3x6 a HTU26X SKR<67.5 HTU26X SKL<67.5 94.9 OF LUMBER TOPCHORD 2 X 6 SPF 165OF 1.5E BOT CHORD 2 X 6 SPF 1650E 1.5E WEBS 2X4 SPF Stud -Ex ept' W5:2 X 4 SPF No2 SLIDER Left 2 X 6 SPF 165OF 1.5E 2-10-3, Right 2 X 6 SPF 1650E 1.5E 2-10-3 BRACING TOP CHORD Structural wood shea8dng directly applied or 6-0-0 oc pur8ns. BOT CHORD Rigid calling directly applied m 10-04) oc bracing. REACTIONS (Iblsize) 10 = 836610-5-0 (min. 04-6) 2 - 4386058 (min. 0.2-5) Max Hoa 2 =-264(LC 5) Max Uplift 10 -1 f 75(LC 8) 2 549(LC 7) FORCES Ph) - Max. CompJMax. Ten. - All faces 250 (Ib) or less except when shown. TOP CHORD &- fi Wgojp 0=-656311234,4-n=-618&1118, TOP CHORD 2-3-W(1511224,3-4=-6563/11234.4-117=161 SW11 118. 17-1"121/1122,5-18=-6005/1135,56-- 5415f999, 6-7=-54151999,7-19--7155/1208,19-2D--7Z7611195, 920=7330/1190, 99=961911395, 910=9727/1373 BOTCHORD 2-16=957/5344,16-21=957/5344, 1521=957/5344, 15-22---83M212,22-23=-83215212,14-23=-83215212, 14-24=4W6l95,13-24=866/6195, 13-25=1054!/957, 12-25=1054/7957,12-26=1054!7957,10-26=1054/7957 WEBS 416=1121311, 515=30111050, 514=1459!373, 6-14=,%-315152,7-14-3W&490,7-13=44313283, 913=2169279. 912=2062466 NOTES (18) 1) 3 -ply truss to be connected together with 10d (0.13176') nails as fellows: Top chords connected as follows: 2 X 6 - 2 rows at 0.9-0 co. Bottom chords connected as follows: 2 X 6 - 2 rows at 04-0 oc. Webs cor necled as fellows: 2 X 4 -1 now, at 0-90 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) m back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) a (B), unless otherwise indicated. 3) Wmd: ASCE 7-05; 100mph; TCDL=42psf, BCDL=5.Opsf; h=25R, Cat. II; Exp B; enclosed; MWFRS (Iowrrise) gable end zone; cantilever left and fight exposed; Lumber DOL -1.33 plate grip DOL=1.33 4) TCLL ASCE 7-05; Pg= 50.0 psf (ground snow); PF --38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct-1.1 5) Unbalanced snow loads have been considered for this design. 6) This buss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof bad of 38.5 psf on overhangs oar-conwaem with other live loads. 7) This toss has been designed for a 10.0 psf bottom chord live load nonconoumentwit any other live loads. 8)' This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectude 3-5-0 ball by 1-0-0 wide will fel between the bottom dcrd and any other members, with BCDL=10.Opsf. 9) An bearings are assumed to be SPF No2. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1175 lb uplift adjoint 10 and 849 lb uplift at joint 2. 11) This suss is designed in accordance with the 2009 International Resldenflal Code sections R502.11.1 and R802.102 and referenced standard ANSIRPI 1. 12) "Semi-rigid p,tchbreals with foxed heels" Member and fix ty model was used in the analysis and design of this buss. 13) Use Simpson Strong-Tre HTU26X SKLV67.5 (20-16d Girder, 12 -IW 12 Truss) or equivalent at 510.1 from the left and to conned truss(w) 02 (1 ply 2 X 4 SPF) to from face of bottom chord, skewed 67.5 deg.to the left, sloping 0.0 deg. down. 8x9 II 16 1 15 22 23 14 24 13 25 12 26 v 4x9 11 4x6 = 7x8 = 4X6 = 4x9 11 8x9 11 4386#!-849# HTU26X SKL<67.5 HTU26X SKL<67.5 HTU26X SKL<67.5 HTU26X SKL<67.5 8366#/-11759 HTU26XSKR<67.5 HTU26XS4W",65 HTU26XSKR<67.5 HTU26XSKR<67.5 27-11-13 411-15 5 10 1 8-11-15 1 -0- 2 1638111' 7-11-1 2.6.5 241 1- 4 26.8-15 411-15 0 10 2 41-14 -0-1 2-11-2 23-9 1 8-7 3-0-5 -1 3-9-0 2 2- 0-0-7 Plan Olfsess :0-4-9 0.15 10:0+9 0.1-9 14:0-4-0 Oh8 TLCCLLLdNG (�o 38.5 SPACING 2-00 CSI DEFL in Doc) Vdefl Ud PLATES GRIP (Ground SnovF50.0) Plates Increase 1.15 TC 024 VerqU) -0.1212-13 -999 240 #120 197/144 TCOL 10.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -020 12-13 >999 180 BCLL 0.0 ' Rep Stress Inor NO WB 0.47 Horz(TL) 0.07 10 n/a We BCDL 10.0 Code IRC2009f rR2007 (Matfix) Weight S64Ib F7=10% LUMBER TOPCHORD 2 X 6 SPF 165OF 1.5E BOT CHORD 2 X 6 SPF 1650E 1.5E WEBS 2X4 SPF Stud -Ex ept' W5:2 X 4 SPF No2 SLIDER Left 2 X 6 SPF 165OF 1.5E 2-10-3, Right 2 X 6 SPF 1650E 1.5E 2-10-3 BRACING TOP CHORD Structural wood shea8dng directly applied or 6-0-0 oc pur8ns. BOT CHORD Rigid calling directly applied m 10-04) oc bracing. REACTIONS (Iblsize) 10 = 836610-5-0 (min. 04-6) 2 - 4386058 (min. 0.2-5) Max Hoa 2 =-264(LC 5) Max Uplift 10 -1 f 75(LC 8) 2 549(LC 7) FORCES Ph) - Max. CompJMax. Ten. - All faces 250 (Ib) or less except when shown. TOP CHORD &- fi Wgojp 0=-656311234,4-n=-618&1118, TOP CHORD 2-3-W(1511224,3-4=-6563/11234.4-117=161 SW11 118. 17-1"121/1122,5-18=-6005/1135,56-- 5415f999, 6-7=-54151999,7-19--7155/1208,19-2D--7Z7611195, 920=7330/1190, 99=961911395, 910=9727/1373 BOTCHORD 2-16=957/5344,16-21=957/5344, 1521=957/5344, 15-22---83M212,22-23=-83215212,14-23=-83215212, 14-24=4W6l95,13-24=866/6195, 13-25=1054!/957, 12-25=1054/7957,12-26=1054!7957,10-26=1054/7957 WEBS 416=1121311, 515=30111050, 514=1459!373, 6-14=,%-315152,7-14-3W&490,7-13=44313283, 913=2169279. 912=2062466 NOTES (18) 1) 3 -ply truss to be connected together with 10d (0.13176') nails as fellows: Top chords connected as follows: 2 X 6 - 2 rows at 0.9-0 co. Bottom chords connected as follows: 2 X 6 - 2 rows at 04-0 oc. Webs cor necled as fellows: 2 X 4 -1 now, at 0-90 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) m back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) a (B), unless otherwise indicated. 3) Wmd: ASCE 7-05; 100mph; TCDL=42psf, BCDL=5.Opsf; h=25R, Cat. II; Exp B; enclosed; MWFRS (Iowrrise) gable end zone; cantilever left and fight exposed; Lumber DOL -1.33 plate grip DOL=1.33 4) TCLL ASCE 7-05; Pg= 50.0 psf (ground snow); PF --38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct-1.1 5) Unbalanced snow loads have been considered for this design. 6) This buss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof bad of 38.5 psf on overhangs oar-conwaem with other live loads. 7) This toss has been designed for a 10.0 psf bottom chord live load nonconoumentwit any other live loads. 8)' This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectude 3-5-0 ball by 1-0-0 wide will fel between the bottom dcrd and any other members, with BCDL=10.Opsf. 9) An bearings are assumed to be SPF No2. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1175 lb uplift adjoint 10 and 849 lb uplift at joint 2. 11) This suss is designed in accordance with the 2009 International Resldenflal Code sections R502.11.1 and R802.102 and referenced standard ANSIRPI 1. 12) "Semi-rigid p,tchbreals with foxed heels" Member and fix ty model was used in the analysis and design of this buss. 13) Use Simpson Strong-Tre HTU26X SKLV67.5 (20-16d Girder, 12 -IW 12 Truss) or equivalent at 510.1 from the left and to conned truss(w) 02 (1 ply 2 X 4 SPF) to from face of bottom chord, skewed 67.5 deg.to the left, sloping 0.0 deg. down. NOTES (18) 14) Use Simpson Strong -Tie HTU26X SKL<67.5 W16d Gader, 12-10 1 12 Truss) a equivalml spaced st 5-2-1 i oc max. sta. Ung at l l-0-13 from the left end to 2153 to connect truss(es) 01 (1 ply 2 X 4 SPF) to frail face of bottom chord. 15) Use Simpson Strong -Tie HTU26X SKLQ67.5 (20-16d Gude, 12-10dKi 12 Tmss) or equivalent at 26$-15 from the left write connect truss(es) 72B (1 pty 2 X 4 SPF) to tram face of bottom chord, skewed 67.5 deg.to the left, sloping 0.0 deg. down. 16) Use Simpson Strong-Tre FITU2iX SKR<67.5 (20-16d Girder, 12-10dK1 12 Tnss) or equivalent spaced at 52-11 oc max. sterling at 510-1 from the left end to 26.8-15 to connect truss(es) 02 (1 ply 2 X 4 SPF) to back face of bottom chord. 17) Fig all nail holes where hanger is in contact with Naber. 18) All Rates 20 Gauge Urdess Noted LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Rate Increase=1.15 Uniform Loads W Vert 1-6-97,6-11=97,2-15-2(), 15-23=-60, 2124=2Q 13-24=-60,10-13=20 Concentrated Loads (11b) Vert 21-476(F-238, B--238) 22=1067(F=-534, El- 3 )24=1891(17=945, B=945) 25=2492(F=1246, B=1246) 26=3104(F-1552, 8=1552) 28522 IT1GE lCommon Truss 11-679 11-0-0 1 22-0-0 $3-6 p 1-6-0 11-0-0 111-0-0 - 1-6-0 4x4 = 8 29 28 27 3226 25 24 23 22 21 20 19 18 33 17 16 3x4 11 3x4 = 3x4 11 22-" I LOAdNG (psf) - -- SPACING 28-0 Cil DEFL in TCLL 38.5 (loc) Vdefl Ud PLATES GRIP (Grow Sno1w=50.U) Plates Inaease 1.15 TC 028 Verl(LL) -0.03 15 Nr 120 MT20 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.15 Val(TL) -0.05 15 ntr 90 BCLL 0.0" Rep Stress Ina YES WB 022 H -ATL) 0.01 16 r9a n1a BCOL 10.0 Code IRC20OWrP12007 (Matra) Welgh[: 131 b FT =10% LUMBER TOP CHORD 2 X 4 SPF NO2 BOT CHORD 2 X 4 SPF Not WEBS 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud TrcepP ST6,ST5: 2 X 4 SPF No2 BRACING TOPCHORD Structural wood sheathing directly applied a 6-0-0 oc puffins, except and verticals. BOTCHORD Rigid ceiling directly applied a 6-0-0 oc bracing. WEBS 1 Row at rredpt 8-23,7-24,9-22 REACTIONS At bearings2280. (lb) - Max Horz 29=265(LC 6) Max Uplift All uprift 100 N a less atjoint(s) 24, 25, 26, 27, 22, 20, 19,18 except 29=297(LC 6),16=245(LC 7), 28=257(LC 7), 17-222(LC 6) Max G— AD reactions 250 @ or less atjoint(s) 28,17 except 29=319(LC 2),16=319(LC 3), 23=332(LC 1), 24438(LC 2), 25=357(LC 2),26=314(LC 1), 27=273(LC 2), 22--436(LC 3), :aronued on page 2 AD reactions 250 9) or less atjoird(s) 28, 17 except 29=319(LC 2),16=319(LC 3)123=332(LC 1), 24=438(LC 2), 25=357(LC 2),26=314(LC 1), 27=273(LC 2),22=438(LC 3), 20=357(LC 3), 19=314(LC 1), 18=273(LC 3) FORCES Bb) - Max. CompJMax. Ten. -All forces 250 (lb) a less except when shown TOPCHORD 2-29=297217, 2J=250237, 6-7=70265, 7$-87rM, 8-9=-87r333, 9-10=-70265, 1416=297!181 WEBS 8-23--354/0,7-24-318=, 9-22=318190 NOTES (16) 1) Wind: ASCE 7-05; tOGnO; TCDL42pst BCDL-S.Opsf, h=25$ CaL 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C -C Comer(3) -180 to 18-0, Extemx(2)18-0 to S", Comer(3) 8-" to 11-0-0, Exteda(2)140-0to 206-0 zone; cantilever left and right exposed ;GC for members and forces 6 MWFRS for reactions at—; Lumber DOL -1.33 plate grip DOL -1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), sea Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TP11. 3) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pr --8.5 psf (tat roof sm v); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of mm roof We load of 16.0 psf a 1.00 times flat roof brt ad of 38.5 psf on overhangs non-concunawith other We loads. 6) Aff plates are 1.50 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from ane face a securely braced against lateral movement ii- diagonal web). 9) Gable studs spaced at 280 oc. 10) This buss hasbeen designed for a 10.0 psf bottom Ahad We bad noncornourrent with any other five loads. 11) "This truss has been designed for a live load of 20.0psf on the bottom chord in ail meas where a rectangle 36-0 tall by 1-0-0 wide will fit between the bottom chord and any other mambas, with BCDL = IO.Opsf. 12) All bearings are assumed to be SPF No.2. 13) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 Ib uplift atjoint(s) 24, 25, 26, 27, 22, 20, 19,18 except Utdb) 29=297, 16-245,28--257 . 17--M. 14) This truss R desiDhed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSVTPI 1. 15) "Semi-tigid pitdhbreals with fixed heels" Membra and brity model was used in the analysis and design of this truss. 16) All Plates 20 Gauge Unless Noted T1A Common Tntss 11 11-6aq 5-4-5 11-" 16-7-11 22-M -6 5.4-5 5-7-11 5-7-11 5-4-5 LOADING (psi) SPACING 2-0-0 TCLL 38.5 Plates Increase 1.15 (Ground Snow=50.0) Lumber Increase 1.15 TCLL 10.0 Rep Stress Ina YES BCLL 0.0 • L 10.0 9RCode IRC200PI2D07 BC.D LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF Not WEBS 2 X 4 SPF No2'ExoepC W3,V12: 2 X 4 SPF Stud BRACING TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling direly applied a to-" ac bracing, WEBS 1 Row at n-d4A 3.10,5-7 REACTIONS (bMn) 6= 3861Mechanical to = 158810.56 (min. 0.26) 7 - 10301Medranial Max Holz 10 = 286(LC 7) Max Uplift 6 151(LC 9) 10-213(LC 8) 7 = -22(LC 8) FORCES Pb) - Max. Comp./Max. Ten. -AD forces 250 Pb) or less except when sham 4x6 11 4 I \\ 15 10.00 12 ;X� 16 4x4 i3 12 17 4z4 3 5 19 20 9 21 22 8 23 2A 3x4 = 6x6 = 8-" 1 14-" 1 22-0-0 CSI DEFLin Poo) Well Lid TC 0.90 Vart(LL) -0.10 9-10 >999 240 BC 0.59 Vert(TL) -026 9.10 >985 180 WB 0.46 Harz(TL) 0.05 6 n1a n/a (Mabum) TOPCHORD 2-11-3831154, 3-12=1437258,12-13=1291268, 1314=1269270, 4-14=1248286, 415=1256293, 15-16=1280277,16-17=1325266, 517=1448265, 6-18=-403/130, 2-10=648255 BOT CHORD 10-19=15911090,19-20=159/1090, 9-20=159/1090, 9-21=-43/800,21-22--431800,8-22--431800,8-23=-8411 JOB, 2324=6411108, 7-24=6411108 WEBS 46=137Ki46, 56=387228, 49=1301613, 39=J51219, 31 0=1 31 78 5, 5-7=1303194 NOTES (14) 1) Wnd: ASCE 7-05; 100nph; TCDL42pst,, SCOL-5.0psf; h-25$ Cat 11; Exp B; enclosed; MWFRS Pow+'se) gable end zone and CC Extedwo -16-0 to I-" Imnior(1)16-0 to 84)0, Exterior(2) B-0-0to 114-0, Interior(i)14-0-0 to 18-10-4zone; cantilever left and right exposed ;CC for members and forces 6 MVVFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pg= 50.0 psi (ground wwvg; PI --38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for ft design. 4) This toss has been designed for greater of min roof live load of 16.0 psi or 1.00 times flat roof load of 38.5 Pat an overhangs non -a tounem with other five lads. 18 3.611 6 5141 i9 34 -HUs26 PLATES GRIP MT20 197/144 Weight 1151b FT= 10% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconourrerd with M! other five loads. 6)' This buss has been designed for a five load of 20.0psf on the bottom chord in a8 areas where a rectangle 36-0 tag by 1-0-0wfde vrill fit betmen the bottom chord and any other members, with BCDL=10.0psf. 7) All hearings are assumed to be SPF No.2 . 8) Refer to girder(s) for buss to toss connectins. 9) Provide metal plate a equivalent at bearing(s) 6 to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of w8tstandmg 100 N upfrft atpint(s) 7 except aMb) 6--151,10=213. 11) This toss Is designed in accordance with the 20091ntemabonal Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/rPI 1. 12) "Sendrigid pitehbreals with fixed heels' Member end fait' model was used in the analysis and design of this buss. 13) Gap between inside of top chord hearing and first diagonal or vertical web shall not exceed 0.500in. 14) A0 Plates 20 Gauge Unless Noted L�� Elsls) 28522 IT1AGE ICommonTntss I1 I 1 11-670 11-0-0 1 22-U -6 11-0-0 11-0-0 4x4 = 28 27 26 3225 24 23 22 21 20 19 16 17 33 16 15 3x4 11 3x4 = 3x4 11 22-" LOADING(Psf) TCLL 38.5 SPACING 2-0-0 CIA Dl]'L in (bc) Well L/d PLATES GRIP (Ground Snow -W.0) Plates Inaease1.15 TC 029 VagLL) -0.03 1 dr 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.05 1 ntr 90 BCLL 0.0 ' Rep Stress Ina YES WB 022 Horz(TL) 0.00 15 Na Na BCDL 10.0 Code IRC2009/TPI2D07 (Mao x) Weigfd: 129 b FT =10°k LUMBER TOP CHORD 2 X 4 SPF Not BOT CHORD 2 X 4 SPF Not WEBS 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud'ExcepC ST6,ST5: 2 X 4 SPF Not BRACING TOPGHORD Structural wood sheathing directly applied a 6-0-0 oc purlins, except and versals. BOT CHORD Rigid ceiling directly applied or 6-60 oc bracing. WEBS 1 Row at rrddpt 8-22,7-23,9-21 REACTIONS All hearings 22-0-0. (b) - Max Hoa 28= 286(LC 7) Max Uplift All upfift 100 It, or less atjoinks) 23, 24, 25, 26, 21, 19, 18,17 except 28=296(LC 6),15=214(LC 7),27=270([-C 7), 16=230(LC 6) Max Gray All reactlons 250 b or less atjoint(s) 27, 16 except 28=338(LC 1),15.282(LC 6), 22-708(LC 9),23--421 (LC 2), 24=329(LC 2),25-314(LC 1), 25-273(LC 2), 21-436(LC 3), REA1140058v At reactions 250 b or less at join(s) 27,16 except 28-338(LC 1) 24=329(LC 2), 25=31 t4(LC 1), 26-2 33((LLC 2), 21=436(1(LC 3), 19=357(LC 3), 18=316(LC 1), 17=264(LC 3) FORCES (Ib) - Max. CompJMax. Ten. -AO forces 250 (b) m less except whm shown TOPCHORD 2-28=311216, 2-3=265237, 7-8=93/318, 8-9=-110/378 8-22=336!0, 7-23=301191, 9-21=31 6191 NOTES (16) 1) Wind: ASCE 7-05; 100mph; TCDL=42psf, BCDL=S.Opsf; h --25f; Cat II; Exp B; endwed; MWFRS (low-rise) gable and zone and C -C Comer(3) -1 "to I-" Exterior(2)1-6-0 to 8-04), Comer(3) 8-0-0 to 11-0-0, Exlerior(2) 14.0-0 to 184 0-,I mna; cantlewr left and tight exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss deWmd for wind loads in the plane of Bre in= only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or cenwk qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-05; Pg-- 50.0 Pat (ground snow); PF --36.5 Pat (Bat roof snow); Category 11; Exp 6; Parially Exp.; 01=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of mm roof live load of 16.0 Pat or 1.00 Imes Bat roof bad of 38.5 pal on overhangs non -concurrent with other live bads. 6) All plates are 1.5x4 MT20 unless of -wise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face a securely braced against lateral movement p.e. diagonal web). 9) Gable studs spaced at 2-0-0 oc. 10) This buss has been designed for a 10.0 Pat bottom chord live load noncenaarent with any other live bads. 11)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 12) All beadings are assumed to be SPF No.2 . 13) Provide mechanical connection (by others) of puss to bearing plate capable of withstanding 100 b uplift atjomt(s) 23, 24, 25, 26, 21, 19,18,17 except GHb) 28=296, 15=214,27=270,16=230. 14) This him is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard A 4SM 1. 15) "Sertddgid pitrhMeaks with fixed heels" Member and fixity model was used in the analysis and design of tlds truss. 16) AB Plates 20 Gauge Unless Noted LOAD CASE(S) Standard buss LOAD CASE(S) Standard Truss L1-6-0 6-11-0 , 13-M , 19-1-0 1 26-0-0 ?7-6-p 1-6 6-11-0 16-0-15 16-1-0 16-11-1 -6 4x6 11 4 4x8 - 44 = 5x8 - 4x6 - IMM -2W 163241 -MM 9-0-0 1 17-" 1 26-0-0 9-0-0 I4 TCLL (psf) SPACING 2-0-0 CSI DEFL m (loc) Well Ud - PATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.86 Vert(LL) -023 9-10 -999 240 MT20 197/144 (Ground Snovr-50.0) Lumber Increase 1.15 BC 0.83 Vert(TL) -0.37 8-9 -837 180 TCDL 10.0 Rep Stress Ina YES WB 0.64 Horz(TL) (.07 8 Na Na BCLL 0.0 ' Code IRC20091fP12007 (Matrix) Weight 12516 FT =10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF Not WEBS 2 X 4 SPF Stud'Fxcepr W4:2 X 4 SPF No.2, W1: 2 X 6 SPF 1650E 1.5E BRACING TOPCHORD Struchast wood sheathing directly applied a 2-2-0 oc purfirs, except end verticals. BOTCHORD Rigid ceiling directly applied a IG -M oc bracing. VVEBS 1 Row at rddpt 3-11,5-8 REACTIONS (Ibl-e) 11 = 1832/0.58 (min. 0.2-14) 8 - 183205$ (min. 0.2-14) Max Herz 11 = 249(LC 7) Max Uplift 11-238(LC 8) 8 =-238(LC 9) FORCES (Ib) - Max. Comp/Max. Ten. - All forces 250 (Ib) a less except when shown. TOP CHORD 2.12=714204,12-13=530217, 3-13393232, 3-14=1955)M, TOPCHORD 2-12=714204,1 2-1 3-5 3 021 7, 31 3=-3 9 32 32, 3-14=1955292, 14-15-117871303,4-15=1 7751317, 4-16=1775317, 16-17=1787/303,5-17=1 955r292, 5-18=393232, 18-19=530217. 6-19--714r204,2-1 1 =794r2g% 64=794299 BOTCHORD 11-20=11111633, 20-21=11111633,10-21=111/1633, 10-22x-111171, 22-23-111171, 9.23=111171, 9-24=59/1633, 24-25.--5911633,8-25--59/1633 WEBS 4-9=11 818 76, 5-X514211, 4-10=118/876, 3-10=-514211. 3-11=1 545M, 51545196 NOTES (11) 1) VVmd: ASCE 7-05; 100mph; TCDL-42psf, 13CDL=5.Opsf, h --251k Cat II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C -C Extedor(2) -"-0 to 1bO, Interior(l) 1-641 to 104-0, Exterior(2) 10-04 to 13-0-0, Interia(1)164-0 to 24-" zone; cantilever left and right exposed ;C -C for members and faces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL -1.33 2) TCLL: ASCE 7-05; Pg= 50.0 Psf (ground snow); PF --38.5 psf (flat roof snow); Category 11; Exp B; Part* Exp.; Ct=1.1 3) Unbalanced snow bads have been considered for this design. 4) This truss has been designed (or greater of min roof five bad of 16.0 psf or 1.00 times flat roof bad of 38.5 psf on overhangs non-ooncureh with other We bads. 5) This Was has been designed for a 10.0 psf bottom chord live load nonaoncurrent with any other We loads. 6)' This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3E4 tag by I-" wide will fit between the bottom chord and any, other members, with BCDL =10.Opsf. 7) A9 bearings are assumed to F No be SP.2 . 8) Provide mechanical connection (by others) of buss to bearing plate capable of wftWding 100 tb uplift atjohk.) except (jHb)11=238. 8=238. 9) This truss is designed in accordance wftlh the 2009 International Residential Code sections R50 A 1.1 and R802.102 and referenced standard ANSYM 1. 10) "Seri -rigid pilchbrealm with fixed heels" Member and fodty model was used in the analysis and design of this buss. 11) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard T2A ICommon Tniss 1 14-9 6-11-0 1 13-" 19-0-15 26-" 37-6-Q 4-6 6-11-0 16-0-15 6-0-15 6-11-2 1-6 I 4x6 11 4 4x6 = 4x4 = 5x8 = 1.50 11 1736#/-231# 1917#/-27M# 4x4 = 9-0-0 17-0-0 1 24-9-0 *-O-0 D 9-0-0 8-" 17-9-0 -3 LOADING (psf) TCLL 38.5 SPACING 2-0-0 CSI DEFL m (loc) Udell 40 PLATES GRIP (Ground 9w11=50.0) Plates Increase,.1.15 TC 0.85 Vert(LL) -02211-12 X999 240 MT20 197!144 TCDL 10.0 Wmber lrlaease 1.15 BC 0.82 Vet(TL) -0.3512-13 >839 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.68 HWATL) 0.06 10 na We SCOL 10.0 Code IRC2009RPI2007 (Matr x) Weight:12616 FT =10% LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF Hot WEBS 2 X 4 SPF Slid'ExoepC V44:2 X 4 SPF Not, W7: 2 X 6 SPF 1650F 1.5E BRACING TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOTCHORD Rigid calling directly applied or 10-0-0 co bracing, Except 6-0-0 oc bracing: 9-10. WEBS 1 Row at nddpt 3-13.5-10 REACTIONS 0hisize) 13 = 1736/058 (min. O2-12) 10 1917/05-8 (min. 030) Max Horz 13 - 249(-C 7) Max Uplift 13-231(LC 8) 10-276(LC 9) FORCES (Ib) - Max. Comp fMax. Ten. - Al forces 250 Pb) a less except when shown. TOPCHORD 2-14=M7rA5,1415=514!218, 3-1x-376233, 3-16=1821268, TOPCHORD 2-14=-697r205,14.1 5=-51 41218, 3.15=-376233, 3.16=1821268, 16.17=1637280, 4-17=1626294, 418=1474273, 18-19=1482259, 519=1651247, 5.20-44297, 2-13=783299 1307 CHORD 13-21-11811516,21-22--118/1516,12-22-118/1516, 12-23=911039. 23-24=911039,11-24=9/1039,11-25=-3011283. 2526=30/1283,1025=-=1283 WEBS 411-1031584, 511=259/184, 4-12=1161894, }12---522211. 3-13=1449/73, 5-10=1909238, 010=-414236 NOTES (11) 1) Wnd: ASCE 7.05;100nyhh; TCDL=42psf, BCDL-5.Opst, h--25ft CaL II; Exp B; enclosed; MWFRS Pow -rise) gable end zone and CC Exterior(2) -1E-0 to 160, Intenor(1) l - &O to 10-". Extedor(2) 10-0-0 to 1344, Interior(l)1640 to 24&O me, cantilever left and right exposed ;OC for members and faces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL ASCE 7-05; Pg= 50.0 psf (ground sno v); Pf=38.5 psf (bat roof snow); Category 11; Exp B; Partially Exp.; Ot=1.1 3) Unbalanced snow bads have been considered for tts design. 4) This truss has been designed for greater of min roof live load of 16.0 pot a 1.00 times flat roof load of 38.5 psf on overhangs non -concurrent with ober five bads. 5) This truss has been designed for a 10.0 pal bottom dead five load nonconwnent wit any other live loads. 6) . This truss has been designed for a live bad of 20.Opsf on the bottom chard in all areas where a rectangle 38-0 bi by 1-0-0 wide will 2 between the bottom chord and any other members, with BCDL = t 0.Opsf. 7) All bearings are assumed to be SPF No.2. 8) Provide mechanical connection (by others) of truss to bearing plate capable of wit standing 1001b uplift atjobt(s) except (jMb)13-131 , 10=276. 9) This truss is designed in accordance with the 2009 Intemalionat Residential Code sections R502.11.1 and RW2.102 and referenced standard ANSIRPI 1. 10) "Semi-rigid pftdhbreafs will, fixed heels" Member cod fodty model was used in the analysis and design of tris truss. 11) All Plates 20 Gauge Unless Noted LOAD CASES) Standard Tn,ss 2 1-6 6-11-0 13-" 1 19-1-0 1 24-6-11 -6 6-11-0 6-1-0 16-1-0 15-5-11 4x6 I I 4 4x6 = 4x4 = 5x8 = 4x9 = LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF Not WEBS 2 X 4 SPF Stud-Excepr W4:2 X 4 SPF Not, WI,VW:2 X 6 SPF 1650F 1.5E BRACING TOP CHORD Structural wood sheathing drecty applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied m 10-0-0 oc bracing. WEBS 1 Row at mWpt 3-10,5-7 REACTIONS (Iblsize) 10 = 1741106-8 (min. 0-2-12) 7 — 15721Mecthanicel Max Herz 10 = 263(LC 7) Mex Uplift 10 =-230(LC 8) 7 =-151(LC 9) i FORCES (1b) - Max. CompJMax. Ten. - AD faces 250 (lb) a less except when shown. TOP CHORD 2-11=-698204,11-12--614217,112=376232,11 3=1 8141280, TOPCHORD 2-11=-698204,11-12--514217, 3-12r-376232, 313=1814280, 13-14-1645292, 4-14-1634306, 4-15=1492298, 15-16--15011284,16-17=1638/272,5-17-1670r)69, 2-1D-783099,6-7-2811/1 18 BOTCHORD 10-19-13411520, 19-20=134/1520, 320=1341152(1, 321-25/1046, 21-22--2511046, 8-22=2511046, 8-23=116/1303, 23-24--11611303,7-24--11611303 WEBS 19=-493211, 4-9=116864, 4-8=-108/604, 5 273/192, 110-1393185, 57=1712/151 RTES (12) 1) Wmd: ASCE 7-05; 100.0; TCDL=42pst BCDL=S.Opsf, h --25f; Cat 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C -C Exterior(2) -1-0-0 to 1-0-0, Interior(1) I-6-0 to 10-0-0, ExterW)10-0-0 to 134)-0, Interior(1) 16-0-0 to 213-15 zone; cantilever left and right exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL ASCE 7-05; Pg= 50.0 psf (grouts snow); PI --38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; CMA 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non comment with other five loads. 5) This Buss has been designed for a 10.0 psf bottom chord five load nonconourrent with any other five bads. 6) • This truss has been designed for a live load of 20.01,51 on the bottom chord in a0 areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, vbth DCDL=10.Opsf. 7) AD beatings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 Ib uplift atjoings) except (jtAb)10=230, 7=151. 10) This (cuss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSVTPI I. 11) •Serra -rigid pitchbrealo with fixed heels• Member end fsdly model was used in the analysis and design of this truss. 12) AD Bates 20 Gauge Unless Noted LOAD CASE(S) Standard 77411111-23O011 9-0-0 17-0-0 , 24-6-11 9-0-0 8-0-0 7-6-11 Plate Offsets 8:0",O -U LOADING (cast) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.84 Vert(LL) -022 8-9 >999 240 MT20 197/144 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.82 Vert(TL) -0.35 9-10 X827. 180 TCDL 10.0 Rep Stress Ina YES NB 0.59 Hwz(TL) 0.06 7 Na No orni rn�n• Code IRC20091TP12007 (Matto) Weight: 120(b FT=10% LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF Not WEBS 2 X 4 SPF Stud-Excepr W4:2 X 4 SPF Not, WI,VW:2 X 6 SPF 1650F 1.5E BRACING TOP CHORD Structural wood sheathing drecty applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied m 10-0-0 oc bracing. WEBS 1 Row at mWpt 3-10,5-7 REACTIONS (Iblsize) 10 = 1741106-8 (min. 0-2-12) 7 — 15721Mecthanicel Max Herz 10 = 263(LC 7) Mex Uplift 10 =-230(LC 8) 7 =-151(LC 9) i FORCES (1b) - Max. CompJMax. Ten. - AD faces 250 (lb) a less except when shown. TOP CHORD 2-11=-698204,11-12--614217,112=376232,11 3=1 8141280, TOPCHORD 2-11=-698204,11-12--514217, 3-12r-376232, 313=1814280, 13-14-1645292, 4-14-1634306, 4-15=1492298, 15-16--15011284,16-17=1638/272,5-17-1670r)69, 2-1D-783099,6-7-2811/1 18 BOTCHORD 10-19-13411520, 19-20=134/1520, 320=1341152(1, 321-25/1046, 21-22--2511046, 8-22=2511046, 8-23=116/1303, 23-24--11611303,7-24--11611303 WEBS 19=-493211, 4-9=116864, 4-8=-108/604, 5 273/192, 110-1393185, 57=1712/151 RTES (12) 1) Wmd: ASCE 7-05; 100.0; TCDL=42pst BCDL=S.Opsf, h --25f; Cat 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C -C Exterior(2) -1-0-0 to 1-0-0, Interior(1) I-6-0 to 10-0-0, ExterW)10-0-0 to 134)-0, Interior(1) 16-0-0 to 213-15 zone; cantilever left and right exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL ASCE 7-05; Pg= 50.0 psf (grouts snow); PI --38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; CMA 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non comment with other five loads. 5) This Buss has been designed for a 10.0 psf bottom chord five load nonconourrent with any other five bads. 6) • This truss has been designed for a live load of 20.01,51 on the bottom chord in a0 areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, vbth DCDL=10.Opsf. 7) AD beatings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 Ib uplift atjoings) except (jtAb)10=230, 7=151. 10) This (cuss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSVTPI I. 11) •Serra -rigid pitchbrealo with fixed heels• Member end fsdly model was used in the analysis and design of this truss. 12) AD Bates 20 Gauge Unless Noted LOAD CASE(S) Standard Job truss Qty Ply 950 GREAT POND RD. N. ANDOVER, MA 28522 �TrussType T2C Common Tnm 2 1 Job Reference o 0 Toss Engineering Corp.. Indian Orchard MA 011517.250 s Jan 25 2012 MiTek Industries, Inc. Mon Nov 12 09:49:022012 Page 1 ID:G3j2yjl80eir1m5D?xd7HbyIJ9H44L4b?S SEGQnilOKjULC1 PUYoJ25gpJ59jiUAtyJu i 7-O b-1 l -U 7Mu 17-1-V 1`J 1[ -0 6-11-0 6-1-0 6-1-0 0- - 2 4x6 11 4 14 1418k% 4x4 = 4x4 = 3x4 11 9-0-0 117-0-0 LOADING SPACING 2-" CSI DFFL in (loc) Vdeft Ud PLATES GRIP WILL38.5 Plates Increase 1.15 TC 0.96 Vert(LL) -0.17 78 >999 240 MT20 1971744 (Ground Srorr=50.0) Lumber Increase 1.15 BC 0.75 Vert(TL) -0.33 8-9 -703 180 TCDL 70.0 Rep Stress lna YES WB 0.38 Horz(TL) 0.03 6 n1a Na BCLL 0.0 ' Arnr too Code IRC2009lfP12007 (Matrix) Weight: 106 It FT =10% LUMBER TOP CHORD 2 X 4 SPF Not -Except T2:2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF Not WEBS 2X4SPFShrd'EXMW W4:2 X 4 SPF Not, WI,VW:2 X 6 SPF 1650E 1.5E BRACING TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied a 10-0-0 acbracing. WEBS 1 Row at nddpt 4-7,3-9 REACTIONS ([Mize) 6 1266IMechenical 9 - 141W58 (min.0-2-4) Max Herz 9 253(LC 7) Max Upl ft 6 =-135(LC 9) 9-192(LC 8) FORCES Ob) - Max. ComplMax. Ten. - Ali faces 250 (lb) or less except when shown. TOPCHORD 2-1049/202,10-11=467215, 3.11 28230, 3.12=1305216, TOPCHORD 2-10=849202, 10-11=-467215, 3-11=-328230, 3-12-1305216, 12-13=1101218,443-111 03230, 4-14-3661134, 14-15--477/120,15-16=-490/1 19, 16-1 7=-5Wl 18, 5-17=-667/113,2-9--754r498,5-6--13241157 BOTCHORD 9-18=16911113,18-19=16911113, 8-19=169/1113, 8-20-521607,20-21 =-52607, 7-21=521607 WEBS 3 8=-494214, 48=1171871, 4-7=606/90, 5.7=22/822, 39=923113 NOTES (12) 1) Wind: ASCE 7-05; 100mph; TCDL=42psf, BCDL=5.0pst, h=251; Cat. ll; Exp B; enclosed; MVVFRS Qow-rise) gable and zone and C -C Exteda(2) -15-0 to 15-0, Interior(1)1-6-0 to 10-0-0, Exleria1L0 (2) 10to 13-0-0, Interior(1)16-0-0 to 1(5-0 zone; cantilever left and right exposed ;C -C for members and faces 8 MWFRS for reactions shown; Lumber DOL -1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pg= 50.0 pal (ground snow); PI -38-5 pal (bet roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow bads have been considered for this design. 4) This truss has been designed for greater of min roof five load of 16.0 Pat or t.00 times list roof bad of 38.5 psf on overhangs nonce nrent with other five loads. 5) This toss has been designed for a 10.0 pst bottom chord live load nonconaarent wAtt any other five loads. 6)' TMs truss has been designed for a five bad of 20.Opsf on the bottom chord in all areas wimm a rectangle 38-0bll by 1-0-0 hide will fit between the bottom dmrd and any other members, with BCDL - IO.Opsf. 7) Ali beatings are assumed to be SPF Not . 8) Refer to ghder(s) for truss to truss connections. 9) Provide mechanical cmcedion (by others) of toss to bearing plate capable of wi8standing 100 Ib uplift at johd(s) except (fib) 6-135,9--19Z 10) TMs buss is designed in accordance with the 2009 International Residertbal Code sections R502.11.1 and R802.102 and referenced standard ANSVTPI 1. 1 1)"Sennayyd pibht eeks with fixed heals" Member and fodty model was used in the analysis and design of this truss. 12) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard T2D Common Tnfss 11 4x6 I I 4 2x4 11 9-0-0 1410-13 9-0-0 5-10-13 MILL G (psf) SPACING 280 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 38.5 pates lnaease 1.15 TC 0.83 Vert(LL) -020 7-6 -872 240 MT20 197/144 (Ground SwvF50.0) L. Increase 1.15 BE 0.65 Vert(TL) -0.50 7-6 >344 180 TCDL 10.0 Rep Stress fncr YES WB 0.38 H. TL) 0.01 6 Na Na BCLL 0.0 • Code IRC20091rP12D07 (Matrbr) Weight. 93 lb FT=10% RCLL 10 0 LUMBER TOP CHORD 2 X 4 SPF Not BOT CHORD 2 X 4 SPF Not WEBS 2 X 4 SPF Not •EzoepY MY& 2 X 4 SPF Stud, W1,W6: 2 X 6 SPF 165OF 1.5E BRACING TOPCHORD Structural wood sheathing directly applied or 5-3-6 oc pudirs, except end verticals. BOTCHORD Rigid cet7ng directly applied or 10-0-0 oc bracing. WEBS I Row at rddpt 3-8,5-6,46 REACTIONS plan) 6 965/Mechanical 8 1088/0-5.8 (min. 0-1-11) Max Hoz 8 = 302(LC 8) Max Uplift 6-183(LC 9) 8 =-123(LC 8) FORCES (Ib) - Max. CompJMaa. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-11=-808(70,11-12=-639182, 412--603193, 2-8=444262 BOTCHORD 8.13=178((10,1314=178/110, 7-14=178010 BOTCHORD 8-13=178(110,13-14=178!!10, 7-14-178(/10 WEBS 3 -7= -552r245,4 -7=144/M,3-8--905/0,44 "- 19/164 NOTES (12) 1) Wmd: ASCE 7-05; 100no; TCDL-42psh BCDL=5.Opsf, h --25f; Cat IL Exp B; enclosed; MWFRS (low-rise) gable and zone amt CC Exoerior(2) -180 t 180, Interior(i)180 to 10-0-0, Exte 2)10-0-0 to 13-0-0 zone; cantilever left and figM exposed C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL ASCE 7-05; Pg= 50.0 pal (ground snow); Pk38.5 psf (flat roof snow); Category Il; Exp B; Partially Ems.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This toss has been designed for greater of min roof five load of 16.0 psf or 1.00 times flat roof bad of 38.5 psf on overhangs non-conctment with other live leads. 5) This truss has been designed for a 10.0 psf bottom chord live load rwnconoxtentwiM any other live loads. 6) • This toss has been designed for alive toad of 20.0psf on the bottom chord in ail areas where a rectangle 380 call by 180 wide wll fd between the bottom chord and arty other nvrmbers, with BCDL=10.opsf. 7) Ali bearings are assumed to be SPF NG.2 . 8) Refer to gtrder(s) for toss to buss connections. 9) Provide mechanical connection (by others) of mss to bearing Plate capable of withstanding 100 lb uplift atjohd(s) except atm) 6--183,8--123. 10) This toss is designed in accordance wM the 2009 International Residential Code sections R5W.11.1 and R802.102 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreals with fixed heels" Member end fb* model was used in the analysis and design of this truss. 12) Ali Plates 20 Gauge Unless Noted LOAD CASE(S) Standard 28522 Tnlss 12 1 1 1-1-6-01 5-0-0 11 10-0-14 , 1-6-0 5-0-05-0-14 �1 2.4 114 7C{9M020 4x4 = 4X6 = 5-0-0 1 10-0-14 LOAM O (psf) SPACING 2-U CSI DEFL in Qoc) Vdefl L/d PLATES GLOP TCLL 38.5 Plates Increase 1.15 TC 0.44 Vert(LL) -0.02 6-7 -999 240 MT20 197/144 (Grand Snow=50A) Lumber Increase 1.15 BC 023 Vert(TL) -0.04 6.7 >999 180 TCDL 10.0 Rep Stress Ina YES NB 0.41 Horz(TL) -0.00 5 n/a n1a BCLL 0.0 ' Code IRC2009frP12007 (Matrix) Weight 57 Ib FT =10% BCL tnn LUMBER TOP CHORD 2 X 4 SPF W2 BOT CHORD 2 X 4 SPF Not WEBS 2 X 4 SPF Stud "ExcepC W5:2 X 6 SPF 1650E 1.5E BRACING TOPCHORD Strumeal wood sheathing &a* applied or 6-" oc pwims, except and verticals. BOTCHORD R'rypd ceiling directly applied or 10h0 oc bracing. REACTIONS (Maize) e) 74010-5-8 (min.0-18) 5 554TMedmnical Max Hoa 7 = 275(LC 8) Max Uplift 7 = 82(LC 8) 5 =-139(LC 8) FORCES Qb) - Max. Comp/Max. Ten. - All forces 250 (lb) or less except when shaven. TOPCHORD 2-7=-703/100, 2-8-59910,3-8=3600 BOTCHORD 6-7=29815, 58=-130/401 25=0/406, 3x-521/169 WEBS 2-6=01406,345--Z211/169 NOTES (12) 1) Wind: ASCE 7-05;100rrph; TCDL=42psh BCDL=5.Opsf; h---25fg Cat II; Exp S; enclosed; MIWFRS (low-rise) gable end zone and C -C Exledor(2) -150 to 15-0, Interior(1)1-" to 5-7-3, Extmior(2) 5-7-3 to 9-10-2 zone; cantilever left and right exposed ;C -C for members and forces 8 MWFRS for reactions shw ; Lumber DOL -1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pg= 50.0 psf (gramd snow); PI -38.5 pd (Oat roof snow); Category ll; Exp B; Partially Exp.; Ct-1.1 3) Unbalanced snow loads have been considered for this design. 4) This Muss has been designed for greater of min roof five load of 16.0 psf or 1.00 times flat roof bad of 38.5 psf on overhangs nonc mem with olha five loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcamentwith any other live loads. 6)' This truss has been designed for alive load of 20.0psf an the bottom chord in ail areas where a rectangle 35-0 tell by 1-0-0 wide x111 fit between the bottom chord and any other members. 7) Ali bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to Muss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of wiflhstsndmg 82 Ib uplift at joint 7 and 139 m upri8 at joint 5. 10) This truss is designed In accordance xgh the 21109 International Residential Code sections R502.11.1 and R802102 and referenoed standard ANSI TPI 1. 11) "SemFdgid pitchlxeal6 with fixed heel" Member and fority model was used N the analysis and design of Oft truss. 12) AO Plates 20 Gauge unless Noted LOAD CASES) Standard 02 LCd101N0 (peri) SPACING 240 TCLL 38.5 Plates Increase 1.15 ((`CDL Snow=50.0) Lumber increase 1.15 TCDL 10,0 Rep Stress Ina YES �LL 0.0 ' Code IRC2009?R2007 LUMBER TOP CHORD 2 X 4 SPF NO2 BOT CHORD 2 X 4 SPF NO2 WEBS 2 X 4 SPF Shid-EzcepY W2:2 X 6 SPF 165OF 1.5E BRACING TOPCHORD Strucirai wood sheathing directly applied a 5-2-15 oc pudins, except end verbrals. BOTCHORD Rigid ceiling directly applied a 10-0-0 oc bradng. REACTIONS (Mize) 5471/0.58 (min.0-18) = 4 258/Medrarhcal Max HT 5 182(LC 8) Max Uplift 5 = -71(LC 8) 4 = 99(LC 8) FORCES Ob) - Max. CompJMax. Ten. - AO forces 250 Qb) a less except when shown. TOPCHORD 2-5=4331131 Truss 12 1 1 -1-6-0 5-245 1�r-0 5-245 3x4 �, 3 30 11 471#671# 5-2-15 CSI DEFLIn Q-) t/dafl Ud TC 0.34 Veri(LL) -0.02 4-5 >999 240 BC 0.17 Vert(TL) -0.05 4-5 >999 180 WB 0.00 Hmz(TL) 0.00 4 Na rda (Matt") NOTES (12) 1) Wine: ASCE 7-05; 100mph; TCDL-4.2pst BCDL=6.0psf; h--25fk Cat 9; ExpB; LOAD CASE(5) enclosed; MWFRS Qowiise) gable end zone and C -C Exteria(2) zone; cantilever left Standard and right exposed C_C for members and forces & MWFRS for reactions shown; Lumber DOL -1.33 plate grip DOL=1.33 2) TCLL; ASCE 7-05; Pg= 50.0 psf (gmnmd snovo; Pf-38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; CMA 3) Unbalanced snow loads have been considered for tlas design. 4) This ares has been designed for greater of mm roof We load of 16.0 psf a 1.00 times list roof load of 38.5 psf on overhangs non -concurrent wfh other five bads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonoonaarentwith arty other tive loads. 6) - This buss has been designed for a five bad of 20.0psf on the botom emrd in all areas where a rectangle 3-&0 tell by 1-0-0 wide wN tit between the bottom chord and any other members. 7) Ali bearings are assumed to be SPF Not. 8) Refer to girder(s) for truss to mss connections. 9) Provide mechanical connection Qry others) of trues to bearing plate capable of wilhstan�hg 71 N upfift at joint 5 and 99 lb uplift at joint 4. 10) TNs truss is designed in accordance with the 2009 International Residential Code sections R502-11.1 and R802.102 and referenced standard ANSUrPI 1. 11)-Serr*dgid pitchbrealm with fared heels' Member end fully model was used in the analysis and design of this truss. 12) All Plates 20 Gauge Unless Noted PLATES GRIP MT20 1971144 Weight 23 lb FT=IM M1 IMorlop@chTmss 14 1 1 LOADING (Paf) SPACING 24)-0 TCLL 38.5 Plates Increase 1.15 (Ground Snovv 5W.0) Lumberincreaee 1.15 TCDL 10.0 Rep Stress Inv YES CDL 10. BCLL 0. • Code IRC2009ITPI2007 B LUMBER TOP CHORD 2 X4 SPF Not BOT CHORD 2 X 4 SPF Not WEBS 2 X 4 SPF Not •EccepC W3:2 X 4 SPF Soil, W2: 2 X 6 SPF 1650F 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 ore purlins, except and ve,ticals. BOTCHORD Rigid oe0ing directly applied v 6-0-0oc bracing. REACTIONS (lbJsim) 5 = 981Mech anicel 6 73010-33 (mm. 0-13) Max Horz 6 Max Ut;' 201(LC 8) 5 =-118(LC 9) 6-141(LC 8) Max Gray 5 148(LC 2) 6 = 755(LC 2) FORCES (Ib) - Max. CompJlAax. Ten. - Afi forces 250 (m) in less except when shown. WEBS 33=-6201194 -1-6-0 6-0-0 1-6-0 ' 6-0-0 3x411 4 2x4 11 7.5x4 11 2X4 it 755#1-141# 1-8-0 , 6-0-0 CSI DEFL in (bc) Vital LId TC 0.58 Vert(LL) 0.03 56 >999 240 BC WB 003 Vert(TL) 0.03 53 X999 180 HwATL) -0.00 5 Na Na () WEBS 36--5201194 NOTES (12) 1)~. ASCE 7-05; 100rnph; TCDL=42psf, BCDL=S.Opsf, h--250; Cat II; EXP B; mclosed; MWFRS (low-rise) gable end mere and C -C Extedor(2) -13-0 to 16-0, Intefior(1) 1-" to 2-104, E tedor(2) 2-104 to 5-104 zone; cantilever left and fight exposed ;GC for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.33 plate gip DOL -1.33 2) TCU.: ASCE 7-05; Pg, 50.0 psf (ground snov4; PF -38.5 psf (flat roof crow); Category 11; Exp B; Partially Exp.; Cl --1.1 3) Unbalanced snow loads have been considered for Ods design. 4) This buss has been designed for greater of min roof Me load of 16.0 psf or 1.00 Ones flat roof load of 38.5 psi on overhangs nomcawumem with other five bads. 5) This truss has been designed for a 10.0 psf bottom chord live load no conaaent with any other fine bads. 6) • This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 334) mg by 1-0-0 wide will fit beWeeh the bottom chord and my other members. 7) All bearings are assumed to be SPF Not . 8) Refer to Order(s) (or buss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding i00 lb upfift at pings) except QF -Ib) 5=118, 6=141. 10) This buss Is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.102 and referenced standard ANSI/fPI 1. PLATES GRIP MT20 1971144 Weight 26 lb FT=f0% 11) " Semi-rigid pits breaks with feed heels" Member and to* model vies used in the analysis and design of this truss. 12) All Plates 20 Gauge Urdess Noted LOAD CASE(5) Standard 28522 IV11 IGABLE 11 1 1 10.44 20-8-9 , 1044 10.44 4x8 = 3 4x4 i 8 17 5x6 = 7 18 6 4X4 1.5X4 II 1.5x4 II 20-8-9 0 TCLL (psQ TCLL 38.5 SPAQNO 2-0-0 CSI DEFL in (lac) Well Ud PLATES GRP (Groamd 0) Plates Increase1.15 TC 0.53 Vert(LL) We - We 999 MT20 1971144 TCDL 10.0 Wmberincrease 1.15 SC 025 Vert(TL) Na - nla 999 TCLL 0.0 ' Rep Stress Ina YES WB 0.31 Hmz(TL) 0.00 5 n1a Na Code IRC200STP12007 (Matra) Weight 65 U) FT=109/6 LUMBER TOP CHORD 2 X 4 SPF N0.2 BOT CHORD 2 X 4 SPF NO2 OTHERS 2 X 4 SPF Shrd BRACING TOPCHORD Structural wood sheathtrhg d rectly applied or 6-0-0 oc Wrfms. SOTCHORD R pd calling ciffectly applied or 10-" oc bracing. REACTIONS A8 bearings 2053. (lb) - Max Horz 1-189(LC 6) Max Uplift A8 uplift 100 Ib or less atjohd(s)1, 5 except 8=183(LC 8), 6=183(LC 9) Max Grav All reactions 250 Ib or less atjoinas) except 1 256(LC 1), 5456(LC 1), 7=642(LC 1), 8=905(LC 2), 6--805(LC 3) FORCES (1b) - Max. CompAiax. Ten. -Alt forces 250 OI) err less except wAhoh shown. TOP CHORD , 2-70=253/106, 41 5=25 317 06 3-7=340/12, 2-8—W7218, 4b=607218 WEBS 3-7=340112, 2-8=507218, 4-6=607218 NOTES (11) 7) Wind: ASCE 7-05; 100nph; TCDL-42psf, BCDL=5.Opsf; h -25t Cat. II; Exp B; enclosed; MWFRS (lowaise) gable end zone and CC Exterior(2) 0812 tD 3512, Irderior(1) 3572 to T", Exterior(2) 7-4d to 1044, Odedor(1)134-4 to 17-2-12 zone; carditwer left and right exposed ;CC for members and forces 8 MIAFRS for reactions shovm; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL ASCE 7-05; Pg-- 50.0 psf (ground snow); Pf-38.5 psf (Aat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for Sia design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom dhord five bad mmmo rrantwitn any other We bads. 6)' This truss has been designed for a five load of 20.0W on the bottom chord in all areas where a rectangle 35-0 tag by 1-0-0 wide will At between the bottom chord and any other members. v41h BCDL = I O.Opsf. 7) Ali bearings are assured to be SPF Not. 8) Provide mechanical connection (by others) oftnrss to bearing plate capable of withstanding 10016 uplift atjobAs)1, 5 except (fib) 8=183, 6=183. 9) This buss is designed in accordance With the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSVTPI 1. 10)'Senri4gid pitdibreal¢ with Axed heels" Member and fix ty model was used in the anatyds and design of this buss. 11) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard 26522 7-10-4 4x4 = 3 1 3x4 8 15 7 16 6 3x4 1.5x4 11 1.5x4 11 1.5x4 11 15-8-9 15-8-9 LOADING (Psf) SPACING 2-0-0 TCLL38.5 Plates Increase 1.15 (Ground Snovv=50.0) Lumber Increase 1.15 TCDL 10.0 Rep Stress Irhcr YES BCLL 0.0 ' BCDL 10.0 Code IRC200VM2007 LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF NO2 OTHERS 2 X 4 SPF Stud BRACING TOPCHORD Structural wood sheathing &a* applied or 6-0-0 oc puifms. BOT CHORD Rigid eating directly applied a 10-0-0 oc bracing. REACTIONS All bearings 1589. (Ib) - Max Harz 1=141(LC 6) Max Uplift Ail uplift 1001b or less st joim(s)1, 5 except 8-187(LC 8), 6-187(LC 9) MUGM AB reactions 250 b or less atjoint(s)1, 5 except 7=543(LC 1), "28(LC 2), 6N28(LC 3) FORCES Ph) - Max. ComplM-. Tau. - M faces 250 Qb) a less except when shown. WEBS 37=-315114, 2 537229, 4E=3371229 CSI DEFL in (I-) Bdell -PLATES GRIP TC 0.54 Vert(LL) Na - Na 999 Mf20 1971144 SC 0.16 Vert(TL) No - No 999 WB 0.16 Herz(%) 0.00 5 We its (Mafroc) NOTES (11) 1) Wind: ASCE 7-05;100niph; TCDL-42pst, BCDL-5.Opst h--25ft CaL 11; Exp B; LOAD CASE(S) enclosed; MWFRS Qowaise) gable end zone and C -C Extedor(2) 0812 te 3-572, Standard Interior(1) 35-12 to 4-104, Exteaiorp) 4-10-4 to 7-104, hderbr(1)10-10 4 to 12-2-12 zone; cantilever left and right exposed ;GC for members and faces & MWFRS for reactions shown; W mber DOL=1.33 Plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pg- 50.0 psf (ground snow); PI -38.5 psf (Bat roof snow); Category 11; Exp B; ParBa0y Exp.; Ct=1.1 3) Unbalanced crow loads have been considered for this design. 4) Gable requires continuous bottom drord bearing. 5) This buss has been designed for a 10.0 psf bottom chord We bad noncanamentwith any other live bads. 6) • This buss has been designed for a live load of 20.Opsf on the bottom dead in a0 areas where a reclangfe 380 tab by 1-0-0 wide w11 fel between the bottom drord and any other members, with BCDL = f 0.0psf. 7) AB bearings are assumed to be SPF Not. 8) Provide mednartcal connection (by others) oftr ss to bearing plate capable of winstanding 1001b uplift atjoings)1, 5 except (") 8=187,6--187. 9) This buss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenoed standard ANSIf1P11. 10)'Sen I=W pitchbreats with fixed heels' Member end folly model was used to the analysis and design of this truss. 11) All Plates 20 Gauge Umess Noted Weight. 46 ro FT =10% 28522 Truss 11 1 1 5.44 10-8-9 5-44 5-44 4x4 = 2 2x4 i 4 2114 1.5x4 II 10-8-9 'TCLL (psQ SPACING 2-6-0 TCLL 38.5 Plates Increase 1.15 ( - d 9(:x=50.0) W mina Increase 1.15 TCDL 10.0 Rep Stress Ina YES BCLL 0.0 • Code IRC2009/TPY2007 LUMBER TOP CHORD 2 X 4 SPF Not BOT CHORD 2 X 4 SPF No2 OTHERS 2 X 4 SPF Sud BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purfam;. BOTCHORD Rigid ceding directly applied or 10-0-0 oc bracing. REACTIONS Ovalze) 1 = 321/10 -tib (mb.0-1-13) 3 = 321/10-8-9 (mfn.0-1-13) 4 - 499/1088 (mtu.0-1-13) Max Hort 1 -03(LC 6) Max Uplift 3 -75(LC 9) 4 = -24(LC 8) FORCES Pb) - Max. CompJMax. Ten. - An farces 250 Pb) or Ions except when shown WEBS 2-4=-37793 CSI DEFL in poc) Udell Ud PLATES GRIP TC 0.67 Ved LL) n/a - n1a 999 MT20 1971144 BC 020 Vert(TL) Na - n/a 999 WB 0.11 Horz(TL) 0.00 3 n1a n1a (Mabot) Weight 29 lb FT=f0-A NOTES (11) 1) Wind: ASCE 7-05; 100mph; TCDL-42psf, BCDL=5.Opsf, h---25ft Cat 11; Exp B; 'dosed; MWFRS Pow -rise) gable end zone and CC ExteriorM zone; cantilever left and fight exposed ;GC for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.33 Plata grip DOL=1.33 2) TCLL: ASCE 7-05; Pg= 50.0 psf (gmnxd srur"; Pf=38.5 pd(fist roof snow); Category 11; Exp B; Partially Exp.; Ct-1.1 3) Unbalanced snow bads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom cord five bad noncorrament with arty other We bads. 6) • This tru s has been designed for a five load of 20.Opsf on the bottom d(ord in all areas where a rectangle 3-" tell by I-" wide will fit between the bottom chord and any otcr members. 7) AO bearings are assumed to be SPF Not. 8) Provide mechanical connection (by others) of truss t: bearing plate capable of withstanding 1 OO Ib updft at )otugs)1, 3, 4. 9) This tress n designed m accordance with the 2g09International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI[M 1. 10) "Sen"gid pitdbreah with fixed heels" Member and &4 model was used in the andys's and design of gds truss. 11) AO Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job Truss Truss Type my Ply 950 GREAT POND RD. N. ANDOVER, MA 28622 V14 Valley Truss 1 1 ' Job Referenceonal Truss Engineering Cap., Indian Orchard, NIA 01151 7.250 s Jan 25 2012 NSTek Industries, Inc. Mon Nov12 09:33192012 Pa 1 ID:G3j2yj18Oeirxc5D?xd7HbyU9H4- wc55PuyJWca3No5 xw3JywaeBKODOsIJV% MavyKr5 Q? 0 I L-7 U- l 0-0U l 2-10-4 2-10.4 3x4 = 2 5 2x4 G "-9 5-8-9 2x4 Z� r� 0 LOADING (psi) SPACING 2-0-0 C9 DEFL in (loc) Vdefl Lid PLATES GRIP TCU- 38.5 Plates Increase i 15 TC 0.14 Vert(LL) Na - Na 999 MT20 1971144 (Ground Sno" 50.6) Lumber Increase 1.15 BC 024 Ved(TL) Na Na 999 TCDL 10.0 Rep Stress Ina YES WB 0.00 Haz(TL) 0.00 3 n1a Na BCLL 0.0• Code IRC2009fTPl2007 (Matra) Weight 13 lb FT=/0% LUMBER TOP CHORD 2 X 4 SPF Not BOT CHORD 2 X 4 SPF No.2 BRACING TOPCHORD Structural wood sheathing directly applied or 5-8-9 oc pud'ars. BOTCHORD Rigid caling directly applied or 10-60 oc bracing. REACTIONS (Ibfsize) 1 = 27&5-" (grin. 0.1-8) 327815&9 (nrin. 0-1-8) Max Hoa 1 -45(LC 6) Max Uplift 1 -47(LC 8) 3 -47(LC 8) FORCES Qb) - Max. CompJMax. Ten. - An forces 250 (lb) or less except when sham. TOPCHORD 1-4=259171, 35=-259171 NOTES (11) 1) Wind: ASCE 7-05; 100mph; TCDL=42pst; BCDL=5.0pst h=25$ Cat 11; Exp B; LOAD CASES) enclosed; MWFRS pow+tse) automate, me and CC Exterior(2) zone; emblem left Standard and right exposed ;C -C for menders and forces & MWFRS for reactions shown; Lumber DOL -1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pg-- 50.0 psf (ground snow); PI -38.5 psf (flat roof sn mr); Category 11; Exp B; Par#* Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This trues has been designed for a 10.0 psf bottom card live load rronconament with any other five bads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3bU fail by 1-60 wide win Of between the bottom chord and any other members. 7) All bearings are assumed be, be SPF Not . 8) Pro»de mechanical connection (by others) oftiss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 3. 9) This buss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSVTPI 1. 10) -Semrigid pitchbreals with foxed beds' Mertmer and fxily model was used in the analysis and design of flus buss. 11) AU Plates 20 Gauge Unless Noted 0 0 0 0 011 5 `�4- 01 II CD o CD 0 0 o M l u��, o '2,110 - - -- - A-- - -- -- --O G7 N N N N Nl N 3-to,� `" _ �G6 o I o 2 2 00 00 2- 11 — - L. v9 4 2 0 2 O wvi0 �'Sv� 0 0 2 2- 9- to 0 0 0 0 0o0N O O2_a-10-13 "0 0 11 2 00 llq- 0 6 O i� "Cl wo N N N N N r N N / to (O f� O tn� co OD O r 3 4 M N I M O O o O 4 III M Lo tl 9 Ili c6 M U,6—- h� 5 _ 2- 00 _ IR/0`, / { 3 2 0 0 - �— - = a �U2 2- 0 o _ -00 -- 0 - o- 11 °D 1- 0 8-00-00 -�I ,- 8-00-00 -,1,, 13-00-00 -� L- 21-00-00 -BE2ic �'„E osz�pe'- ;e�E i.2W `3,p2� P` m SE " - �g°; p.A a9m� Wn a2�s E9go 2apa��a Qgm' s�e-o;° p88za g ex'C �Farp ��cCo3 oar Y� 3 a e P E 2'3 E2 DYE a� E28�g«a� F2m2o n`9e> c u v $$ = n e = E> 2 W E c p m5 E �a��9a9 s�xY I ROOF TRUSSES I ENGINEERING CORPORATION 03 "MILL 0 (psi) SPACING 2-" TCLL 38.5 Poles Increase 1.15 (Ground SnovF50.0) Lumber increase 1.15 TCDL 10.0 Rep Stress Ina YES BCLL 0.0 ' Code IRC2009frP12007 LUMBER TOP CHORD 2 X 4 SPF Not BOT CHORD 2 X 4 SPF NO2 WEBS 2 X 4 SPF Sud BRACING TOP CHORD Sructurel wood sheathing directly applied or 45-0 oc purlins, except end venticals. BOTCHORD Rigid ceding doer applied m 6-0-0 oc bracing. REACTIONS (@/size) 5 = 433/058 (min. 0-13) 4 210/Mechanical Max Moe 5 - 204(LC 8) Max uplift 5 = -36(LC 8) 4-120(LC 8) FORCES (Ib) - Merz. ComplMax. Ten. - All forces 250 (Ib) m less except vdm shown. TOPCHORD 2-5=397/100 TPLISS -1-6-0 4-5-0 1-6-0 4-5-0 3x4 11 3 0 43391 -UN 1.5x4 11 30 11 4-5-0 CSI - DEFL in (las) Odell Ud TC 0.36 Vert(LL) 0.02 4-5 >999 240 BC 0.19 Vert(TL) -0.03 4-5 >999 180 WB 0.00 Hwz(TL) -0.00 4 n/a nfa (Matra) NOTES (12) 1) Lund: ASCE 7-05; 100mph; TCDL-42W,, BCDL=5.OpsQ h=251t CaL II; Exp B; LOAD CASES) MW RS MRS Oo—iw) gable end zone and CC Extenor(2) zone; cantilever left Standard and right exposed ;C-0 for members and farces 8 MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL -1.33 2) TCLL ASCE 7-05; PT, 50.0 psf (growhd snow); Pf=38.5 Pat (flat roof snood); Category II; Exp B; Pari* Exp.; Ct=1.1 3) Unbalanced snow bads have been considered for this design. 4) This truss has been designed for greater of min roof five load of 16.0 Pat a 1.00 times flat roof bad of 38.5 Pat an overhangs non- mere with other five loads. 5) This truss has been designed for a 10.0 Pat bottom chord five bad nooconcimentwidh any Who We loads. 6)' This tarss has bean designed fm a Eve load W 20.Opsf on the bottom chard in all areas where a rectangle 38-0 tall by I-" wide will ft behveen the bottom dwrd and any other members. 7) AN bearings are assumed to be SPF No2. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of buss to bearing plate capable W withstanding 36 N uplift at joint 5 and 120 lb uplift at joint 4. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and refaahced standard ANS/rPI 1. 11)'Semirigd pftdhbreaks with fixed heels" Member and fodty model was used in the analysis and design W this toss. 12) AD Plates 20 Gauge Unless Noted PLATES GRIP MT20 197/144 Weight 20 Ib FT =101/6 28622 Truss -1-6-0 2-9-13 1-6-0 2-9-13 3 3x4 11 LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF NO2 WEBS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing dredly applied or 2$13 oc purfms, except end w ficals. BOTCHORD Rigid ceiling dm* applied or 1060 oc bracing. REACTIONS (.!size) 5 = 3631458 (min. 0-1-0) 3 = 85/Mechanical - 18IMedranicel Max Hoz 5 156(LC 8) Max Uplift 5 -46(LC 8) 3 = -07(LC 8) 4 - A3(LC 8) Max Grav 5 364LC 1) 3 = 85(LC 1) 4 47(LC 4) FORCES (lb) - Max. CompJMex. Ten. - AO farces 250 (Ib) or leas except when shown I TOP CHORD 25=3281100 NOTES (12) 1) Wnd: ASCE 7-05; 100mph; TCDL=42W, BCDL=5.0pst h--25$ Cat II; Eng B; enclosed; MWFRS Qowrdse) gable end zone and C -C Exmrior(2) zone; can6lewer left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL• ASCE 7-05; Pg= 50.0 psf (ground snow); PI=38.5 psf (Mat roof snow); Category II; Exp S; Partially Exp.; CI -1.1 3) Unbalanced snow loads have been canidered for this design. 4) This in= has been designed for greater of min roof We load of 16.0 psf or 1.00 times gat roof load of 38.5 prion overhangs nonconcurxem with other five loads. 5) This buss has been designed for a 10.0 psf bottom chord five load nonconanent with any other five loads. 6). TNs ons has been designed for a five load of 20.Opsf on the bottom chord in a0 areas where a rectangle 3E0 fall by 1-0-0vAde will M between the bottom cord and arry other members. 7) M bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to buss connections. 9) Provide mechanical connection (by others) oftmss to beadng plate capable of withstanding 4616 uplift at 5, 67 Ib uplift at joint 3 and 1311, uplift at Ord 4- 10) This ons is designed in accordance with the 2009 Intemational Residential Code sectors R502.11.1 and R802.102 and referenced standard ANSIITPI 1. 11) "SemKigid p8dmrealn vitt foxed heels" Member and foxily model was used m the analysis and design of this Was. 12) All Rates 20 Gauge Unless Noted LOAD CASE(S) Standard 2-9-13 , 2-9-13 LOADING W SPACING 2-0-0 CS1 DEFL in Qac) Udell Ud PLATES GRIP TCLL 38.5 ply Increase 1.15 TC 0.33 VeMU) 0.01 4-5 X999 240 MT20 1971144 (Groff Sn0w50'0) Lumber Increase 1.15 BC 0.13 Verl(TL) -0.Oi 0-5 >999 180 TCDL 10.0 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.02 3 We nla N Code IRC20091rP12OO7 (Mabnr) Weight 11 m FT - 10% LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF NO2 WEBS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing dredly applied or 2$13 oc purfms, except end w ficals. BOTCHORD Rigid ceiling dm* applied or 1060 oc bracing. REACTIONS (.!size) 5 = 3631458 (min. 0-1-0) 3 = 85/Mechanical - 18IMedranicel Max Hoz 5 156(LC 8) Max Uplift 5 -46(LC 8) 3 = -07(LC 8) 4 - A3(LC 8) Max Grav 5 364LC 1) 3 = 85(LC 1) 4 47(LC 4) FORCES (lb) - Max. CompJMex. Ten. - AO farces 250 (Ib) or leas except when shown I TOP CHORD 25=3281100 NOTES (12) 1) Wnd: ASCE 7-05; 100mph; TCDL=42W, BCDL=5.0pst h--25$ Cat II; Eng B; enclosed; MWFRS Qowrdse) gable end zone and C -C Exmrior(2) zone; can6lewer left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL• ASCE 7-05; Pg= 50.0 psf (ground snow); PI=38.5 psf (Mat roof snow); Category II; Exp S; Partially Exp.; CI -1.1 3) Unbalanced snow loads have been canidered for this design. 4) This in= has been designed for greater of min roof We load of 16.0 psf or 1.00 times gat roof load of 38.5 prion overhangs nonconcurxem with other five loads. 5) This buss has been designed for a 10.0 psf bottom chord five load nonconanent with any other five loads. 6). TNs ons has been designed for a five load of 20.Opsf on the bottom chord in a0 areas where a rectangle 3E0 fall by 1-0-0vAde will M between the bottom cord and arry other members. 7) M bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to buss connections. 9) Provide mechanical connection (by others) oftmss to beadng plate capable of withstanding 4616 uplift at 5, 67 Ib uplift at joint 3 and 1311, uplift at Ord 4- 10) This ons is designed in accordance with the 2009 Intemational Residential Code sectors R502.11.1 and R802.102 and referenced standard ANSIITPI 1. 11) "SemKigid p8dmrealn vitt foxed heels" Member and foxily model was used m the analysis and design of this Was. 12) All Rates 20 Gauge Unless Noted LOAD CASE(S) Standard Truss -1-6-0 1-240 J 1-6-0 1-240 ' 3 U 2X4 11 LOADING (psf) SPACING 24)-0 CSI DEFL in Qac) Wall L/d PLATES GRIP TCLL 38.5 pates Increase 1.15 TC 028 Vert(LL)0.00 5 >999 240 MT20 197/144 (Ground Srrow=50.0) Lumber Increase 1.15 BC 0.08 Vert(TL) 0.00 5 >999 180 Stan TCDL 10.0 Rep [nor YES WB 0.00 Horz(TL) -0.01 3 Na Ne BCLL 0.0 • Code IRC2009/TP12007 (Mabb) Weight 7 l FT=10% arra inn LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF No2 WEBS 2 X 4 SPF Stud BRACING TOPCHORD Structural wood sheathing directly applied a 1-2-10 oc puaGns, except end verticals. BOTCHORD Rigid catling directy applied or 10.0-0 oc tracing. REACTIONS Qblsize) 5 = 346/0-58 (nin-0-1-8) 4 =-16Nechanical 3 - -451Medhanical Max Herz 5 = 107(LC 8) Max Ui!hft 5 = -71(LC 8) 4 = -27(LC 8) 3 84(LC 12) Max Grey 5 345(LC 1) 4 15(LC 4) 3 15(LC 6) FORCES Qb) - Max. CompJMax. Ten. - Ali forces 250 Qb) a less except when shown. TOPCHORD 2-6=-3081128 NOTES (12) 1) Wind: ASCE 7-05; 100mph; TCDL=42pst, BCDL=S.Opst, h=25ft; Cat II; Exp B; enclosed; MWFRS Qow-nse) gable end ware and CC Exterior(2) zone; cantilever left and rigid exposed ;CC for members and forces & MWFRS fa reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow); tegory CaII; Exp B; Pergelly Exp.; 07=1.1 3) Unbalanced snow loads have been considered for this design. 4) This fins has been designed for greater of min roof Me load of 16.0 psf a 1.00 times flat roof load of 38.5 psf on ovedwngs narconwnent with other five loads. 5) This firs has been designed for a 10.0 pat bottom chord five bad nonconcrare twfth any ower We loads. 6) • This trusshas beer designed for alive bad of 20.Opsf on the bottom chordin all areas where a rectangle 380 tell by 1-0-0 wide will tit between the bottom chord and any offer members. , 7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to mss cor"ectons. 9) Provide mechanical connection (by others) of mss to bearing pieta capable of wMstandirtg 71 lb uplift at joint 5, 27 m uplift at Joint 4 and 84 lb uplift atjoint 3. 10) This truss ts designed'm accordance w8h the 20091ntamational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI TPI 1. 11) "SenkW ptcldlreals with foxed heels" Member and fhity model was used in the analysis and design of this truss. 12) AO Plates 20 Gauge Unless Noted LOAD CASE(S) Standard 28522 LOADING (Pat) SPACING 2-0-0 TCLL 38.5 Plates Increase 1.15 (Ground Snow=50.0) Lumber Irmcrease 1.15 TCDL 10.0 Rep Stress ]—YES BCLL 0.0 ' BCDL 10.0 Code IRC2009/fP12f107 LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF Not WEBS 2 X 4 SPF Std BRACING TOPCHORD Structural wood sheathing directly applied or S" oc purfins, except and verticals. BOTCHORD Rigid calling directly applied or 10-" oc bracing. REACTIONS (IM-) 5 543A)-" (min. 0-1-8) 4 3941Mechardcal Max Harz s 258(LC 8) Max Uplift 5 = -28(LC 6) 4 = -161(LC 8) FORCES Ob) - Max. ComplMax. Ten. -AII forces 250 Ob) or lm except when sham. TOPCHORD 2-54821104 Truss -1-6-01 6-1-3 1-6-0 r-0 6-1-3 3x6 11 3 6-1-3 6-1-3 CSI OEFL In (bc) Vdefl ud TC 0.60 Ven(U) 0.06 4-5 999 240 BC 0.30 Vert(TL) -0.13 4-5 >552 180 1NB 0.00 Haz(TL) 0.00 4 nda rda (Matrix) NOTES (12) 1)1llflnd; ASCE 7-05; 100nph; TCDL=42Psf; BCDL=S.Opsf, h=25fS Cat II; Exp B; LOAD CASES) enclosed; MWFRS (low-rise) gable end zone and C4; ExteiiwV) zone; cantlever left Standard and right exposed "ter members and forces 8 MVJFRS for reactions shown; Lumber DOL=1.33 plate grip DOL -133 2) TCLL ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat root grow); Category ii; Exp 8; Parfiaty Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof five load of 16.0 psf or 1.00 times flat roof load of 38.5 pet an overhangs non -concurrent with other Ove bads. 5) TMs truss has been designed for a 10.0 psf bottom chord We bad nanconounart with any other five bads. 6)' This buss has been designed for a live load of 20.Opsf on the bottom dmoid in Pill areas where a rectangle 381) tag by 1-40 wide w9lt behveen the bottom chord and any other members, with BCDL = I O.Opsi. 7) AO bearings are assumed to be SPF Not. 8) Refer to glider(s) for truss to firs connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 b uplift at joint 5 and 161 ib uplift atjobit 4. 10) This firs is designed In accordance with the 2009 Irdemabonel Residential Code sections R50211.1 and R802.102 and referenced standard ANSVrPI 1. 11) "Sen"gid pftchbreala with fixed heels' Member and folly model was used in the analysis and design of this truss. 12) AO Palm 20 Gauge Unless Noted PLATES GRIP hmo 1971144 Weight 25 lb FT =10% 28522 LOADING (Psf) SPACING 2-" TCLL 38.5 Plates Increase 1.15 (Ground Sr50.0) 50.0) Lmba Increase 1.15 TCDL 10.0 Rep Stress Ina YES SCOL 10.0 CLL 0.0 • Code IRC2009/TP12007 LUMBER TOP CHORD 2 X4 SPF No2 BOT CHORD 2 X 4 SPF No2 WEBS 2 X 4 SPF Stud BRACING TOPCHORD Structural wood sheathing dinictly applied a 54-13 oc purlms, except end vert cels. BOTCHORD Rigid cc7lmg directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5 = 4840-58 (min. 0.1-0) 4 - 2731hecimnicai Max Haz 5 = 188(LC 8) Max Uplift 5 -71(LC 8) 4 =-104(LC 8) FORCES Ob) - Max. CompJMax. Ten. -AB faces 250 (lb) or less except when shown. TOPCHORD 25=-44W34 Tnus 12 1 1 -1-6-0 5-4-13 1-6-0 5.413 4x4 11 3 484#J-71# 5.4-13 5-4-13 CSI DEFL br Qac) Well Ltd TC 0.42 Vert(LL) -0.03 4-5 999 240 BC 021 VerKTL) -0.07 4-5 >866 180 NIB 0.00 Horz(TL) 0.00 4 nla wife (Matra) NOTES (12) 1) Wnd: ASCE 7-05; IOOmph; TCDL=42psf, BCDL=5.Opsf; h=YStk CSL II; Exp B; LOAD CASE(S) enclosed; MWFRS Po—ise) gable end zone and CC Exterior(2) me; cantilever left Standard and right exposed ;CC for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL -1.33 2) TOLL: ASCE 7-05; P¢ 50.0 psf (ground snow); Pf--38.5 psf (bat roof snow); Category II; Exp B; Partially Exp.; 0=1.1 3) Unbalanced snow loads have been considered for this design. 4) This buss has been designed for greater of min roof five bad of 16.0 pst in 1.00 times Bat roof load of 38.5 Paton overhangs nm<oncurrerrt vi h other five bads. 5) This truss has been designed for a 10.0 psf bottom chord five bad nonconcurrentwith any other five loads. 6) • This inns has been designed for a We bad of 20.Opsf on the bottom mord in all areas where a rectangle 3-" fall by I-" wide vall fit between the bottom chord and any other members. 7) AD bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for miss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of vAtlnsbndng 71 Ib uplift at joint 5 and 104 Ib uplift at joird 4. 10) This tines is designed in acoadanoe with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSVM 1. 11) "Semirigid pitchbreafs vvb fixed heels" Member and Wy model was used in the analysis and design of this buss. 12) M Plates 20 Gauge Unless Noted PLATES GRIP MT20 1971144 Weight 21 Ib FT =10% q-1-tki LOADING (psf) SPACING 2-0-0 TCLL 38.5 Plates Increase 1.15 (Ground SnovFS0.0) Lumber Increase 1.15 TCDL 10.0 Rep Stress Ina YES BCLL 0.0 ' Code IRC2009ITP120t17 Truss 12 1 1 -14-0 2-10-13 14-0 2-10-13 3 LUMBER TOP CHORD 2 X4 SPF NO2 BOT CHORD 2 X 4 SPF NO2 WEBS 2 X 4 SPF Stud SRACNG TOP CHORD Structural wood sheathing directly applied a 2-10-13 oc purlins, except and verticals. BOTCHORD Rigid calling directly applied a 10-0-0 oc bracing. REACTIONS (lb/$,-) 5 36W.5-8 (min.0-1-8) 3 90IMechanical 4 - 191Mechani ed Max Hoz 5 127(LC 8) Mex Up ig 5 = -76(LC 8) 3 - -51(LC 8) Max Gmav 5 = 366(LC 1) 3 = 90(LC 1) 4 = 48(LC 4) FORCER Ob) - Max. ComplMnm. Ten. -Ag faces 250 (b) or less except when shown. TOP CHORD 2-5-331/120 { 2-10-13 2-10-13 CSI DEFLm (loc) I/defl Ltd TC 026 Vert(LL) 0.00 4-5 X999 240 BC 0.09 Vert(TL) -0.01 4-5 X999 180 WS 0.00 Harz(TL) -0.01 3 nla rda (Matrix) TOPCHORD 25=3311120 NOTES (12) 1) VNnd: ASCE 7-05;100n"; TCOL42psf, BCDL=5.Opst; h=25ft; Cat II; Exp B; enclosed; MWFRS (lowtise) gable end zone and C -C Extena(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate gdp DOL -1,33 2) TCLL ASCE 7-05; Pg-- 50.0 psf (ground snow); Pt --38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct-1.1 3) Unimlancedd sorrow loads have been considered for this design. 4) This truss has been designed for greater of min roof live Iced of 16.0 psf a 1.01) times flat roof bad of 38.5 pef on overhangs normncunerdwith ohs fate loads. 5) This truss has been designed for a 10.0 psf bottom dmrd live bad noncencunerd with arty other We bads. 6)' This truss has been designed for a five bad of 20.Opsf on the bottom chord in all seas where a rectangle 3b" tag by 1-0-0 wide will fit behveen the bottom chord amid any other members. 7) An bearings are assumed to be SPF No.2. 8) Refer to girder(s) for truss to truss cormectior s. 9) Provide mechanical connection (by others) of has to bearing plate capable of wilbstondng 76 ib uplift atjoint 5 and 51 Ib uplift at joint 3. 10) This bus is designed in aocadaruce YAM the 20091nternational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. PLATES GRIP MT20 1971144 Weight 10 lb FT=1D% 11)'Semkigid pitchbmaks with fixed heel" Member end laity model was used In the analysis and design of this truss. 12) An Plates 20 Gauge Unless Noted LOAD CASE(S) Standard TCLL 0 (plat) SPACING 2-40 TCLL 38b Rates Increase 1.15 (Ground SrnOw<510.0 Lumber Increase 1.15 TCDL 10.0 Rep Stress Ina YES BCLL 0.0 ' Code IRC2009/TPI2W7 LUMBER TOP CHORD 2 X 4 SPF NO2 BOT CHORD 2 X 4 SPF Not WEBS 2 X 4 SPF Stud BRACM TOPCHORD Structural wood sheathing directly applied or 5-2-10 oc purfns, except and wxdcals. BOT CHORD Rigid calling directly applied or 10-041 oc aaang. REACTIMiS (Ib/size) 5 485/45.8 (nin.41-8) 4 = 315/Mechanical Max H7 5 230(LC 8) Max Upl t 5 = -32(LC 8) 4 =-140(LC 8) FORCES (Ib) - Max. CompJMax. Ten. -All faces 250 (Ib) a lass except when shown. TOPCHORD 2.5=437/102 Tnm -1-6-0 5-2-10 1�6-0 5-240 3x4 II 3 I 466"29 2x4 11 5-2-10 5-240 CSI DEFL In Doc) Vdefl Ud TC 0.40 VergLL) 0.03 4-5 >999 240 BC 020 Vert(TL) -0.05 4-5 >931 180 WB 0.00 Hwz(TL) 0.00 4 n/a n1a (Matrix) NOTES (12) 1) Wmd: ASCE 7-0.5; 100uo; TCDL=42psf BCDL=5.Opsf h -251f Cat II; Exp B; LOAD CASE(S) enclosed; MWFRS (Iowgise) gable end zone and C -C Exteria(2) zone; cantilever left Standard and rigid exposed ;CL for member: and forces & MWFRS for reactions sham; W mber DOL=1.33 date grip DOL=1.33 2) TCLL: ASCE 7-05; Pg- 50.0 psf (grourM snovw); Pf=-38.5 psf (flat roof serer); Category II; Exp B; Partially Exp.; Ct--1.1 3) Unbalanced arrow loads have been considered for this design. 4) The, truss has been designed for Teeter of min roof five load of 16.0 psf or 1.00 times flat roof bad a 38.5 psf on overhangs ncr camcunerd with aha five bads. 5) This truss has been designed for a 10.0 pelf bottom chord We bad nonconourrent ith any other five bads. 6)This truss has bem designed fir a five load of 20.Opsf on the bottom drord'n a8 areas where a rectangle 38-0 tag by 1-0-0 wide wN lit between the bottom chord and any other mernbers, with BCDL = IO.Opsf. 7) Ali bearings are assumed to be SPF Not. 8) Refer to girder(s) for buss to buss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of vA0=tanding 32 Ib upli0 at joint 5 and 14016 upff t atjoind 4. 10) This toss is designed in accordance With the 2009 International Residential Code sections R50211.1 and R802.102 and referenced standard ANSI/TPl 1. 11) "Semi-rigid pits break with fixed heels^ Member end "model was used In the analysis and design of Ore truss. 12) AO Plates 20 Gauge Unless Noted PLATES GRIP MT20 197/144 Weight 23 lb FT =10% 10 IJack4�losed Truss I2 1 rut 01151 -1-6-0 3-7-7 -61 3-7-7 2x4 113 LOADMG (psf) SPAdNO 2-0-0 CSI TCLL 38.5 Plates Increase 1.15 TC 0.36 (Grand Snmw50.0) Lombe Imaease 1.15 BC 0.14 TCOL 10.0 Rep Stress Ina YES NIB 0.00 !a 0.0 B ' Code IRC2009/TPI2007 (Matra) LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF NO2 WEBS 2 X4 SPF Stud BRACM TOP CHORD StrucNral wood sheathing directly applied or 3-7-7 oc pafias, except end verticals. BOT CHORD Rigid waling directly applied or 644 oc bracing. REACTIONS (bum) 5 = 3940-55 (ndn.0-1$) 4 - 155IMednarpcel Max Hoa 5 179(LC 8) Max Uplift 5 = 40(LC 8) 4 = -"LC 8) FORCES Ob) - Max. Comp./Max. Ten. - AO forces 250 (M) a less except when shown. TOPCHORD 25-360199 ,App 1.5x4 11 3-7-7 3-7-7 DEFL in One) Odell Ud PLATES GRIP Vert(LL) -0.01 4-5 >999 240 hmo 1971144 Vert(TL) -0.01 4-5 >999 180 Hmz(TL) -0.00 4 Na Na Weigh: 17 M FT =10% NOTES (12) 1) Wind: ASCE 7-05; 100niph; TCDL=42pst BCDL=5.0pst. h -25R CeL II; Exp B; LOAD CASE(s) enclosed; MWFRS (low-rise) gable and zone and CC Exlerlor(2) zone; cantilever left Standard and right exposed," for members and forces 8 MWFRS for reactions sham; Lumber DOL, -1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snots; Pf=38.5 psf (flat roof snow); Category 11; Exp B; Partially Exp-; -1A 3) U nbalanced srww loads have been considered br this desig n. 4) This truss has been resigned for greater of min roof five load of 16.0 psf a 1.00 times net roof load of 38.5 psf on overhangs non -concent with other live bads. 5) This truss has been designed for a 10.0 psf bottom chord live bad nerconament v th any other We bads. 6)' This truss has been designed for a live bad of 20.Opsf online bottom chord in all peas where a rectangle 364) tall by 1-0-0 wide vA0 fit behveen the bottom chord and any other members. 7) All bearings are aevar ned to be SPF No.2. 8) Refer to girder(s) for truss to bnrss rarmections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of wiMsten6ng 40 lb kqM atjoint 5 and 991b uplift at Joint 4. 10) This truss is designed in accordance v4M the 2009 International Residential Code sections R502.11.1 and RSMA02 and referenced standard ANSVTPI 1. 11)'Serrsdgid pitdbreala with fixed heels' Member and fairy model was used in the maysis and design of Otis buss. 12) All Plates 20 Gauge Unless Noted Truss -1-6-0 2-04 1-6-0 2-0.4 3 2x4 11 2-04 TCu 38.s SPACING 2-0-0 CSI DEFL m (mc) 0defi t/d PLATES GWP (Ground SnrovF50.0) Plates Increase 1.15 TC 0.32 Vert(LL) 0.00 4-5 >999240 MT20 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) 0.00 4-5 >999 180 BCLL0.0 ' Rep Stress Ina YES WS 0.00 Hwz(TL) -0.01 3 nla nla Dery �n n Code IRC2009TP12007 (Matr&) Weight 9 l FT=10% LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF Not WEBS 2 X 4 SPF Stud BRACING TOPCHORD Str a hrral wood sheathing direly applied a 2-04 oc purfins, except end verticals. BOTCHORD Rigd ceiling directly applied or 10-" oc bracing. REACTIONS (Ibitize) 5 = 33a(O-" (min.0-1.8) 3 = 32/Mechanical 4 1/Mechanical Max Horz 5 131(LC 8) Max Uplift 5 -54(LC 8) 3 = 39(LC 8) 4 -17(LC 8) Max Gm 5 = 338(LC 1) 3 = 32(LC 1) 4 = 31(LC 4) FORCES Ob) - Max. CompJMax. Ten. -Ali forces 250 IN) a less except vdnen sham TOP CHORD 2-5-3031106 NOTES (12) t) Wind: ASCE 7-05; iOOmph; TCDL-42pst BCDL=5.Opst; h--25ft; CaL II; Exp B; enclosed; MWFRS Qowdse) gable end zone and C -C Extedor(2) zone; cantilever left and rigid exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate gip DOL -1.33 2) TCLL: ASCE 7-05; Pg 50.0 psf (ground snow); Pk38.5 psf (Oat roof snow); Category II; Exp B; Partially Exp.; CI -1.1 3) Unbalanced snow loads have been considered for Ods design. 4) This truss has been designed for greater of min roof five bad of 16.0 psf a 1.00 times Oat roof bad of 38.5 Pat on overhangs naw went with other Ove loads. 5) This trhus has been designed for a 10.0 Pat bottom chord live mad nonconamentwith any other We loads. 6)' This truss has bean designed for a five load of 20.Opsf on the bottom chord in a8 areas Mere a rectangle 3.&0 tell by 1-0-0 Wde will fO between the botlom chord and any other members. 7) All bearings are assumed to be SPF Not, 8) Refer to girder(s) for truss to buss connections. 9) Provide metlorncal connecton (by others) of truss to bearing Plefe capable of withstanding 54 m uplift at joint 5,39 lb uplift at W 3 and 17 m uplift atjolyd 4. 10) This ass is designed In accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIRPI 1. 11) "Semi-rigid pitchbreaks with fixed hells" Member and fatty model was used in the analysis and design of this truss. 12) Ali Plates 20 Gauge Unless Noted LOAD CASEM Standard LOADING (psi) I SPACING 2-0-0 TCLL38.5 Plates Increase 1.15 (Grand Snow=50.0) Lumber Increase 1.15 K-L� 0TCOL 10.0 Rep Stress Ina YES .0 ' Cale IRC2009fM2007 LUMBER TOP CHORD 2 X 4 SPF Not BOT CHORD 2 X 4 SPF W2 WEBS 2X4 SPF Sod BRACING TOPCHORD Structural wood sheathing directly appfred or6-0-0 oc ptafirs, except end verlicals. BOTCHORD Rigid ceirmg dtrecty app8ed a 1080 oc bmdng. REACTIONS (thsize) 5 = 59810-5.8 (min.0-1.8) 4 4651Medhamcal Mex Hi 5 276(LC 8) Max llpltt 5 -WLC 8) 4-165(LC 8) FORCES pb) - Max. Camp]Max. Ten. - M faces 250 (lb) or Im except when shave. TOPCHORD 2-=5231102,2-6-26=, 14=-277M91 Tn lss 6 -1-6-0, 640-13 �-6-0 6-10-13 4x6 11 3 591II&W 3x4 11 6-10-13 J 6-10-13 CSI DEFLm (Ioc) ;dell Ud TC 0.83 Vat(LL) _011 4-5 737 240 BC 0.46 Vert(TL) -024 4-5 >333 180 WB 0.00 Fbrz(11) 0.00 4 Na Na (Matra) NOTES (12) 1) Wind: ASCE 7-05; 100mph; TCDL=42psf, BCDL=S.Opst, h=-Blt Cat II; Exp B; endosed; MWFRS pow -rise) gable end zone and C -C Exlefi () A." to 1-&0, Irhterior(1) 16-0 to 252, Exterior(2) 282 to 66-1 zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL -1.33 2) TCLL: ASCE 7-05; Pg- 50.0 psf (ground snow); Pf=38.5 psf (Bat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live bad of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs nonc mint with other five bads. 5) This truss has been designed for a 10.0 psf bottom chord five load nonc no arentwith any other We loads. 6)' This Was has been designed for a live bad of 20.Opsf on the bottom drord in all areas where a rectangle 380 tall by I-" wide will fit between the bottom card and any other members, with BCDL=10.0psf. 7) All bearings are assumed to be SPF Not. 8) Refer to girder(s) for truss to buss connections. 9) Provide mechanical connection pry others) ofmss to bearing plate capable of withstanding 30 tb uplift at joint 5 and 165 m uplift at joint 4. 10) Thismss is designed In accordance with the 20091ntematiorsl Residential Code sections R502.11.1 and R802.102 and referenced standard ANSlJTPI 1. 11) "Senddgid ptdhDreals with faed heats" Member and lacity model was used in the analysis and design of this truss. PLATES GNP MT20 1971144 Weight 29 b FT =10% 12) M Plates 20 Gmrge Unless Noted LOAD GASES) Standard 13 LOADING (psf) I SPACING 2-0-0 TCLL 38.5 plates Increase 1.15 (Ground SnovF50.0) Lumber Increase 1.15 TCDL 10.0 Rep Stress Ina YES ECL .2.2 0.0 • Code IRC20091TP[2007 LUMBER TOP CHORD 2 X 4 SPF NO2 BOT CHORD 2 X 4 SPF Not WEBS 2X4 SPF Stud BRACING TOPCHORD Structural wood sheathing directly applied a 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS M) slsize) 5 54610-5-8 (mm. 0-1-8) 4 390Rdedranical Max Herz 5 214(LC 8) Max Uplift 5 -71(LC 8) 4-124(LC 8) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (m) a less except when shown. TOPCHORD 2-5-4971138.34-2551145 Truss -1-6-0 6a4-13 1-6-0 6-4-13 3x6 11 3 4x4 � oxo I I 546k/- 1ffi 6-4-13 CSI DEFL In (loc) Well Ud TC 0.66 Ver") -0.06 4-6 >999 240 BC 0.31 Vat(TL) -0.15 4-5 -499 180 WB 0.00 Hwz(TL) 0.00 4 rVa nla (Matra) (12) 1) Wnd: ASCE 7-05; 100mdh; TCDL42pst BCDL-5.Opsh h-25ft Cat II; Exp B; enclosed; MWFRS (bw-rise) gable and zone and C -C ExtedorM -1-" to 160. Intmior(1)1-" to 2-0-2, Extedor(2) 2h2 to 6a-1 zone; cantilever left and right exposed plate grip DOLland farces & MWFRS for reactions shown; Lumber .33 2) TOLL: ASCE 7-05; Pg= 50.0 psf (ground snow); PF --38.5 psf (flat roof snow); Category II; FN B; Partially Exp.; Ct=1.1 3) ilnbalanced snow loads have been considered for this design. 4) This has has been designed for greater of min roof five load of 16.0 psf or 1.00 tines flatroof bad of 38.5 psf on overhangs non-conanm ewiM other five loads. 5) This truss has been designed for a 10.0 psf bo0om chard live load noncorwarent with any other live bads. 6) • This truss has been designed for a live load of 20.Opsf on Bre bottom chord in all areas where a rectangle 3-6-0 tall by I-" wide will In between the bottom chord and any other member, with BCDL = 110.0psf. 7) AD bearings are assumed to be SPF Not. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by odhers) alum to bearing plate capable of wi0ntandmg 71 @ upkft atjotrd 5 and 12416 uptifl atjoh t 4. 10) This thus is designed in accordance vbth the 2009 International Residat0al Code sections R502.11.1 and R802.102 and referenced standard ANSVTPI 1. 11)'Serro-dgid pit hbreaks with fs(ed heels" Member end fatly model was used in the analysis and design of this truss. PLATES GRIP Mm 1971144 Weight 24 lb FT=10% 12) AO Plates 20 Gauge Unless Noted LOAD CASE(S) Standard 14 LOADING (Pat)SPACING 2-0-0 TCLL Plates Increase 1.15 (Grand SporF5038650) L..,.t.15 TOOL 10.0 Rep Stress Ina YES BCLL0.0 ' Code IRC2009FM2007 Truss 12 1 1 -1-6-0 3-10-13 r 1-6-0 3-10-13 2x4 11 3 LUMBER TOP CHORD 2 X 4 SPF NO2 BOT CHORD 2 X4 SPF NO2 WEBS 2 X 4 SPF Shed BRACING TOPCHORD Structural wood sheathing directly applied a 31413 oc purlms, except end verticals. BOT CHORD Rigid ce0ing directly applied a 6-0-0 oc bracing. REACTIONS (lelaze) 5 = 407145E (min. 41-8) 4 175IMedranical Max Horz 5 = 150(LC 8) Max Uplift 5 = -72(LC 8) 4 -73(LC 8) FORCES (1b) - Max. CompJMax. Ten. -AO faces 250 Ob) a less except when shown. TOPCHORD 2-5=3731123 2x1 %W-728 3-10-13 3-10-13 CSI DEA, in (Ix) Well Ltd TC 026 Vert(LL) -0.01 4-5 X999 240 BC 0.10 Vet(TL) -0.02 4-5 >m 180 WS 0.00 Hort(TL) 0.00 4 nla Na (Mabix NOTES (12) LOAD CA6E(S) 1) Wind: ASCE 7-05;100nghh; TCDL=42psf; BCDL=5.Opsf, h=25fl; CaL II; Ery B; Standard MVVFRS Qow,,ise) gable end zone and CC Exteda(2) zone; cantilever left and right exposed;" for members and forces & MWFRS for reactions clwwn; Wmba DOL -1.33 plate grip DOL -1.33 2) TCLL: ASCE 7-05; Pg= 50.0 Pat (groundF 3 d srww4; P8.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced srrow bads have been considered for this design. 4) This truss has been designed for greater of m'at roof We load of 16.0 psf a 1.00 times flat roof load of 38.5 Pat on overhangs nmconwnad with other live loads. 5) This tons has been designed for a 10.0 Pat bottom chord five load noncortarrrent with any other five loads. 6) "This truss has been designed fora live had of 20.0psf on the bottom chord in all areas where a rectangle 3.60 tall by 1-0-0 wide will fit behveen the bottom chord and arty other members. 7) AN bearings are assumed to be SPF No2 . 8) Refer to girder(s) for tuna to truss com edions. 9) Provide mechanical connection (by ober) oftnss to bearing plate capable of withstanding 72 lb upfift at joint 5 and 73 lb uplift at joint 4. 10) This in= m designed'm accordance wtlh the 20091ntematimal Residential Code sections R502.11.1 and R802.102 and referenced standard ANSl1rPI 1. 11) "Sen"gxt pftchbreats wish fixed heels" Member and folly model was used in the analysis and design of this truss. 12) All Plates 20 Gauge Unless Noted PLATES GRIP MT20 1971144 Weight 1616 FT =10-A 28522 LOADING (Psq SPACING 24-0 TCLL 38.5 plates Increase 1.15 (Grand Snov+=50.0) Lumber Increase 1.15 TCDL 10.0 Rep Stress Ina YES BCLL "0.0 ' Code IRC2009frP12007 LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF Not WEBS 2 X 4 SPF Stud BRACING TOPCHORD Structural wood sheathing diredy, applied or 14-13 oc purfi s, except end verticals. BOTCHORD Rigid coling directly applied or f 04-0 co bracing. REACTIONS (16lsize) 5 = 3380-5-8 (min.0-1$) 4-141101echamcal 3 = 49IMechamcal Max Hoa 5 90(LC 8) Max Uplift 5 -94(LC 8) 4 -17(LC 12) 3 -64(LC 12) Max Grey 5 338(LC 1) 418(LC 4) 3 14(LC 6) FORCES Qb) - Max. Comp.IMax. Ten. -AN faces 250 (ID) or less except when sham Truss -1-6-0 1-4-13 1-6-0 1-4-13 I 2x4 11 1-4-13 CSI DEFL M (loc) Odea Ud TC 026 Vefl(LL) 0.00 5 >999 240 SC 0.07 Vert(TL) 0.00 5 >999 180 WB 0.00 Horz(TL) -0.01 3 nfa We (f4abv) TOPCHORD 2-5=2991131 NOTES (12) 1) Wand: ASCE 7-05;100mph; TCDL=42psF BCDL=5.Opsf; ti 250; CaL ll; Exp B; enclosed; MWFRS (bwdse) gable end zone and C C Extedor(2) zone; cantilever lett and night exposed ;C -C for members and farces & MWFRS for reactions shown; Lumber DOL=1.33 plate 9'dP DOL -1.33 2) TCLL: ASCE 7-05; PIF 50.0 psi (ground snow); Pf=38.5 psf (W roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered forlhis design. 4) This buss has been designed for greater of min roof We load of 16.0 psi or 1.00 times flat roof load of 38.5 psi on overhangs non -concurrent w0h other five bads. 5) This toss has been designed for a 10.0 psi bottom dead five load naworcu entwith any other live bads. 6)' This toss has been designed for a We bad of 20.Opsf on the bottom chord in all meas where a rectangle 3E0 tall by 14- ® 5 0 wide wt between the botbm chord and any other member:. 7) AS bearings are assumed to be SPF No.2. 8) Refer to girder(s) for toss to buss connections. Provide mechanical connection (by others) of truss to bearing plate capable of wa hstandng 94 to uplift at joint 5,17 m uplift at joint 4 and 641b upfift at joint 3. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSYM 1. PLATES GRIP MT20 197)144 Weight 6 b FT = 10% 11) "Semidgid pftchbreals with fixed heals" Member and "model was used in the analysis and design oath's buss. 12) AN Plates 20 Gauge Unless Noted LOAD CASE(S) Standard G::11A ""t " SPACING 2-0-0 TCLL 36.5 Plates Increase 1.15 (Grand srw,F 0.0) Wooten Irxxease 1.15 TCDL 10.0 Rep Stress I= YES BCLL 0.0 • Code 4RC200YTP12007 LUMBER TOP CHORD 2 X4 SPF No2 BOT CHORD 2 X4 SPF NO2 WEBS 2 X 4 SPF Stud BRACING TOP CHORD Structurel wood sheathing directly applied or 2-1013 oc prafins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS Wsize) 5 363/0541 (min. 0141) 4 - 102/MMrenical Max Herz 5 156(LC 8) Max Uplift 5 -46(LC 8) 4 410(LC 8) FORCES (1b) - Max. CompJMax. Tan. - AO forces 250 (b) or less except when shown. TOP CHORD 2-5=3301101 Tn" -1-6-0 l 2-10-13 1-6-0 2-10-13 1.5x4 11 3 2-10-13 2-10-13 CSI DEFL in poo) Udefl Lid TC 0.34 Veit(LL) -0.00 4S >999 240 Be 0.10 Vertri-L) -0.00 46 >999 180 WB 0.00 Haz(TL) -0.00 4 rda nfa (Matr&) NOTES (12) i) Wind: ASCE 7-05;100mph; TCDL=4.2psf, BCDL=S.Opsf, h-Zft CaL II; Pxp B; LOAD CASES) enclosed; MVWRS pow -rise) gable end zone and C -C ExW!or(2) zone; cantilever left Standard and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL -1.33 2) TCLL: ASCE 7-05; Pg --50.0 Pat(grourM snow); Pf--36.5 Pat (W roof snov4; Category ll; Exp B; Partially Ery.; Ct-1.1 3) Unbalanced snow bads have been considered for Onix design. 4) This truss has been designed for greater of min roof Ove bad of 16.0 Pat or 1.00 times W roof load of 38.5 Paton overhangs no -cow nmmt 1Nitin other We loads. 5) Tbis truss has been designed for a 10.0 Pat bottom chord five bad nonconctment with arty other Me loads. 6)' This truss has been designed for a Ove load of 20.Opsf on the bottom droll in all areas Wiere a rectangle 36-0 tall by 1-00 wide vin fit between the bottom chord and any other members. 7) All bearings are assumed to be SPF Not . 8) Refer to girders) for truss to tuns cormectinrn. 9) Provide mechanical connection (by others) of buss to bearing plate capable of widistarMmg 46 lb uplift at joint 5 and 80 lb uplift at joint 4. 10) This buss is designed in accordance wdh the 2009 International Residential Code sections R502.11 1.1 and R802.102 and referenced standard ANSVTPl 1. 1 1)•Semkigid pitdrbreal¢ with fixed Creels• Member end fixity model was used it the analysis and design offt truss. 12) All Plats 20 Gauge Unless Noted PLATES GIBP MT20 1971144 Weight 14 lb FT =10% TRUSS 0-11-9 , 2-10-13 0-11-9 1-11.4 1.5x4 II 3 41MO-1079 HUS28 1 0-11-9 , 2-10-13 f 0-11-9 1-11-4 TCLL 40 (psQ SPACING 2-00 CSI DEFL in (toc) 0defl Ud PLATES GRIP TCLL 38.5 Plates Increase 1 15 TC 0.58 Vert(LL) -0.Ot 5 >999 240 MT20 1971144 (Ground SrrovF50.0) Lumber Increase 1.15 BC 024 Vert(TL) -0.01 45 >999 180 TCDL 10.0 Rep Stress lncr NO WB 024 Hmz(TL) 0.00 4 n/a n/a BCLL 0.0 ' Code IRC200S TPY1007 (Matrbo Weight 21 m FT =10% LUMBER TOP CHORD 2 X 4 SPF NO2 BOT CHORD 2 X 8SVP DSS WEBS 2 X 4 SPF Sbtl BRACING TOPCHORD Struck al wood sheathing directly applied or 2-10-13 oc palms, except end vertcek. BOTCHORD Rigid calling directly applied or 10-0 0 oc bracing. REACTIONS (Odsize) 6 = 1714/058 (min. 0-2-11) 4 = WS/Mechanical Max Horz 6 83(LC 7) Max Upl ft 6-107(LC 5) 4 =-148(LC 7) FORCES (b) - Max. CompJMax. Ten. - AD forces 250 (@) or Less except when shown. TOPCHORD 1-6=40724,1-2=475133 BOTCHORD 54==K 78, 45=-89278 24=3551115, 25=541551 WEBS 2-4=3551115, 25=541551 NOTES(14) 1) Wind: ASCE 7-05; 100mph; TCDL-42pst; BCDL=5.0psf; h --25Q CaL It; Exp B; enclosed; MWFRS (lw- ise) gable end zone: cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL -1.33 2) TCLL: ASCE 7-05; PT= 50.0 Pat (ground snov4; Pf=38.5 psf (flat roof sno.); Category II; Exp B; Partially Exp.; Ot-1.1 3) Unbalanced snow bads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load noncanammt with any other five bads. 5)' This truss has been designed for a Ove bad of 20.0psf on Ove bottom chord in all areas where a rectangle 35-0 tell by 1-0-0wide, will ffi between the bottom chord and any other members. 6) Act bearings are assumed to be SPF Not. 7) Refer to girder(s) lir truss to truss connections. 8) Provide mechanical connection (by others) of buss to beating plate capable of vfisten ft 107 m upti0 at joint 6 and 148 lb uplift at )olm 4. 9) This truss is designed in accordance with the 2009 International Residential Code sections R50211.1 and R802.102 and referenced standard ANSVTPI 1. 10)'Semi-rigid pitdhMeeks with fixed heels' Member end forty model was used'm the analysis and design of this truss. 11) Use Simpson Strong -Tie FPJS28 (22-1 Od Ginter, 8-10d Truss, Sime Ply Girder) or equivalent at 0-11-9 from the left end to connect tussles)144 (1 ply 2 X 4 SPF) to back faceof bottom cthord. 12) Fill all nail holes where hangar is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as frac (F) or back (B). 14) Ali Plates 20 Gauge Urdess Noted LOAD CASES) Standard 1) Snow. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-3--97,4-6-20 Concentrated loads Ob) Vert 5=22740 17 LOADING (psi) I SPACING 2-0-0 TCLL 38.5 pates Increase 1.15 (Ground Snow=50.0) Lumber Increase 1.15 TCDL 10.0 Rep Stress Ina YES BCLL 0.0 • Code IRC200VM2001 Tniss i5 1 1 -1-6-0 4-0-0 1-6-0 4-0-0 2114 11 3 LUMBER TOP CHORD 2 X 4 SPF Not BOT CHORD 2 X 4 SPF W2 WEBS 2 X 4 SPF 51ud BRACING TOPCHORD Structural wood sheathing directly applied or 44)-0 oc puffins, except and vedicds. BOTCHORD Rigid calling direly applied or 64W oc bracing. REACTIONS wsize) 5412N58 (min.O1-0) = 2/M 4 18edenlcel Max H75 153(LC 8) Max Uplift 5 = -72(LC 8) 4 -75(LC 8) FORCES (lb) - Max. ComplMax. Ten. - AN forces 250 (Ib) a less except when shown. TOP CHORD 2-5-3771124 VMIW-M 4-0-0 4-" CSI DEFLin (bo) Udell Ud TC 026 Vert(LL) -0.01 4-5 >999 240 SC 0.10 Vat(TL) -0.02 43 >999 180 WB 0.00 Hmz(TL) 0.00 4 Na Na (Malt) NOTES (12) 1) Wbrd: ASCE 7-05;100mph; TCDL=42psf; BCDL=S.Opst; h-25tC CaL il; Exp B; LOAD ) endowd; MVERS (low-rise) gable end zone and C -C ExteriorM zone; cantilever left Standard and right exposed ;GC for members and forces 8 MWFRS for reactiens shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); PI -38.5 psf (fairest snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been oarr idered for On design. 4) This buss has been designed for greater of min roof live load of 16.0 psf or 1.00 Imes flat roof bad of 38.5 psf on overhangs norr invent vft direr Me bads. 5) This truss has been designed for a 10.0 pat bottom chord five bad norwonammt vdtlr any other twe bads. 6) • This truss has been designed for a five bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-" bill by 1-0-0 wide will fid between One bottom chord and any other members. 7) A8 bearings are assumed b be SPF Not. 8) Refer to girder(s) for buss to buss connections. 9) Provide mechanical connection (by offers) of buss to bearing plate capable of wi0istandmg 72 b uplift at joint 5 and 75 [b uplift at joint 4. 10) This firs is designed in accordance with the 2009 international Residentlal Code sections R502.1 1.1 and R802.102 and referenced standard ANSVfPI 1. 11) "Seal -rigid pitdrbreals with fixed heels" Member and fmly model was used in the analysis and design of this buss. 12) All Plates 20 Gauge Unless Noted PLATES GRIP MM 1971144 Weight 16 lb FT =10% Job Teas TnasType oy Py950 GREAT POND RD. N. ANDOVER, MA 28522 Cil Diagonal Ntp Girder 2 1 Job Reference ors Truss 6hgineering Corp., Imfien rcher MA 01151 250 s Jan 252012 MiTek Industries Inc. Mon w 1209:20:39 2012 Pa 1 ID:G3j2yj180eirxc5D7xd7Hl1yU9H4EjhnaYhDlOsOuahl�KHrWGSZxgvw9a8RYGgsvzyrc H 1 "2-4-13 2L6 133-10147-21 1 ~ 9-7-5 1 2413 2-0-0 13.4 13-7 49 5 0-2-14 LOADING (psQ SPACING 2-40 TCLL 38.5 Plates Increase 1.15 (Ground Snmw 1 0) Lumber increase 1.15 TCDL 10.0 Rep Stress Ina NO K!�0.0 ' Code IRC2009fM2007 LUMBER TOP CHORD 2 X4 SPF NO2 BOT CHORD 2 X 6 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud'Excepr WI: 2 X 4 SPF No2 BRACING TOPCHORD Structural wood sheathing directly applied or 5414 oc purism, except end verOcels. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS M/shm) . 7 = 909147-14 (min.41-8) 5 810Rdedhanicel Max Herz 7 - 235(LC 7) Max Uplift 7-286(LC 7) 5 318(LC 7) FORCES (b) - Max. CompJMax. Ten. - All forces 250 Qb) a less except when shown. TOPCHORD 2-7-912/304, 23=776205. 8-9=705205, 39-6031197 BOTCHORD 6-13=275/590,13-14-275/590, 5.14=-2751590 2-61-1461601, 36=-1521136, 35-729540 909#8286# 11 12 6 1314 6 2x4 11 Nailed4x4 = SNP3 4x4 = Nailed Nailed SNP3 410-0 2-0 6 ,33-10, 47.2 6.6-17T1-�4 9-75 r 2-0-6- 13 1 7� 1-0-1 OLA42 22 7 0-2-14 CSI DEFL in (oc) Odell Ltd TC 0.74 Vert(LL) -0.03 56 >999 240 BC 0.35 Vert(TL) -0.06 56 >999 180 WB 0.49 Horz(TL) 0.00 5 n/a n/a (Matrix) WEBS 2-0=-1461601, 36-152r3W, 3-5=729!340 NOTES (18) 1) Wind: ASCE 7-05; 100rryh; TCDL=42psf; BCDL=5.Opsf; h--25$ Cat 11; Exp B; enclosed; MWFRS Qow4ise) gable and zone; cantilever left and right exposed; lumber DOL -1.33 plate gip DOL -1.33 2) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Ph --38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; Chit 3) Unbalanced snow loads have been considered for this design. 4) Thin buss hes been designed for greater of min roof rive load of 16.0 Pat or 1.00 tines flat roof bad of 38.5 Pctan wahangs nonconamerd with other We loads. 5) This truss has been designed for a 10.0 Pat bottom chard five load noncahcrarentwith arty other We loads. 6)' This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 340 tall by 1-0-0 wide will fit between the bottom dcd and my other members. 7) An bearings are assumed to be SPF Not. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of tilers to bearing plate capable of withstanding 2861b upfiR at Joint 7 and 318 lb upfift at 5. 10) This buss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSUM 1. 11) "Semirigid pitchbreaks with fixed heels" Member and fairy model was used in the analysis and design of this truss. PLATES GNP MT20 197/144 Weight 54 lb FT =101/6 12) Use USP SNP3 Nit Sd x 1-12" nails into Girder & lid x 1-12" na0e into Truss) or equivalerdat 7-1-14 from the left end to connect truss(es) 03 (1 ply 2 X 4 SPF) to front face of bo8om chord, skewed 38.7 deg.to the left, sloping 0.0 deg. down. 13) Use USP SNP3 (Vft 8d x 1-12" nails into Girder & Bit x 1-12" nails into Truss) or equivalent at 641 from the left and to conned truss(es) 07 (1 ply 2 X 4 SPF) to back face of bottom diad, skewed 51.3 deg.to the n^ sloping 0.0 deg. down. 14) WARNING: The following hangers are manually applied but fail due to geometric own,idaatiars: SNP3 w frail face at 7-1-14 from the left end, SNP3 an back face at 641 from the left ed. 15) "Nailed" indicates 3-1 Od or 2.12d common wire toe nah. Fa more details refer to Wrelfs ST -TOENAIL Detail. 16) SNP3: A mirdmum of (6) Bd x 1-12" nails are required into each member. AD nailing is required in face of supported chords. Fa sloped applications, flanges may protrude above a belowbhss chords. Bending of extended Ranges is permitted. 17) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). 18) An Plates 20 Gauge Unless Noted LOAD CASE(S) Standard 1) Snow: Lumber lnaease=1.15, Plate Increase=1.15 Uniform Loads (plf) Veil: 1-2--47,24-97,5-7=20 Concentrated Loads Ob) Vert: 6-1(F) 3=12(F) 8.29(F) 9=7(8)11.15(F)12=2(3)13=253(6)14=190(F) 28522 LOADING (psf) SPACING 2-0-0 TCLL 38.5 pates Increase 1.15 (Grmmd Snow=50.0)Lumber Increase 1.15 TCDL 10.0 Rep Stress Ina NO BCU. 0.0 • BCDL 10.0 Code jRC2009RPo21107 LUMBER TOP CHORD 2 X4 SPF No2 BOT CHORD 2 X 6 SPF 1650E 1.5E WEBS 2 X 4 SPF Stud •Excepr WI:2 X 4 SPF No2 Hip Girder 2 4-1311110 3312 5 6A 10-10-11 2413 14 10 1-11-2 221 54-11 1.5x4 II 4 BRACING TOPCHORD Structural wood sheathing directly applied or 4-7-7 oc pudins, except and verficels. BOTCHORD Rigid calling directly applied a 10-0-0 oc bracing. REACTIONS (INsim) 7 112600-7-14 (mm.01-12) 5 - 1198IMechankd Max Horz 7 252(LC 7) Max Uplift 7 = 351(LC 7) 5 -427(LC 7) FORCES Ob) - Max. Comp./Max. Ten. -An faces 250 (Ib) or less except when shown. TOP CHORD i 2-7-1137r368,2-8--1171 rM, 59=1127/302, 39=-9961314 BOT CHORD I 7-11=25210,11-12=2529, 12-13--25210, 6-13=252/0, 6-14=388943,14-15-38&1943,15-16--38&S43,5-18=,M&943 Continued on page 2 1128 U1#ai M Nailed 4x4 = bVI13 44 = Nailed SNP3 SNP3 5.10-8 1-0-10 3.3-12 l 4-7-1 ,"-0, 7-9-7 10-10-11 t 1 410 1_1;.2 2 T1- d�-10.150 1-10-15 7-1 25.7 CSI On in (toe) Udell Ud TC 0.74Vert(lL) -0.07 5-6 >999 240 BC 0.60 Ved(TL) -0.12 5-6 >999 180 WB 0.96 Horz(TL) 0.01 5 Na Na (Maw) BOTCHORD 7-11=252!0, 11-12-2520,12-13=252M1, 6-13=25211, 6-14=3881943,14-15=3881943, 15-16=388943, 5-16=MI M3 WEBS 2-6-2201957,3-6=-30&`M, 35-11561476 NOTES (18) 1) Wad: ASCE 7-05; 100ngh; TCDL=42pst, BCDL-5.0pst,, h*25f ; Cat II; Exp B; enclosed; MWFRS (lovaise) gable end zone; cantilever left and W exposed; Lumber DOL=1.33 plate gip DOL=1.33 2) TCLL: ASCE 7-05; Pg= 50.0 pal (ground erne.); Pb39.5 psf (flat roof snow); Cetagory Ii; Exp B; Partally Exp.; Ct-1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof We load of 16.0 psf or 1.00 fines flat roof load of 38.5 Ind on overhangs non-amcunem wth other five loads. 5) This buss has been designed for a 10.0 psf bottom chord live load nonconament vdtn any ofha live bads. 6) • This suss has been designed for a We bad of 20.Opsf on the bottom chord in as areas where a rectangle 360 tall by 14)-0 wide vA fit beNueen the bottom cord and any other members. 7) At bearings are assumed to be SPF No2. 8) Refer to gbder(s) for toss to toss connections. 9) Provide mechanical connection (by others) of toss to bearbV plate capable of withart- g 351 m uplift atjoim 7 and 427 Ib uplift at joint 5. PLATES GRIP IM0 197/144 Weird: 61 lb FT=109A 10) This truss is designed in accordance with the 20091ntemallonal Residential Code sections R502.11.1 and R802.102 and referenced standard ANSVTPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end tautly model was used in the analysis and design of this truss. 12) Use USP SNP3 (NfiOt ad x 1-12" nails into Girder 6 ad x 1-12" nats into Toss) or equivalent at 7-8-8 from 9m left and to connect truss(es)13 (1 ply 2 X 4 SP9 to from face of bottom chord, skewed 51.3 deg.to the let, sloping 0.0 deg. down. 13) Use USP SNP3 OAM ad x 1-12" nabs into Girder 8 ad x 1-12" nails into Toss) or equivalent spaced at 2572 oc max. starting at 5108 from the left and to 8-5-4 to connect truss(es)10 (1 ply 2 X 4 SPF) to back face of bottom chord. 14) WARNING: The following hangers are manually applied but fail due to geometric considerations: SNP3 on Word face at 7-9-8 from the left end, SNP3 on back face at 5-10-8 from the left tad, SNP3 on back lace at 0-5-4 from the left and. 15) "NaOed" Inefrates 2-12d common wire toe-ndls. For more deta0s refer to DMiTeks ST -TOENAIL Deetal. 16) SNP3: A mmirrum of (6) ad x 1-1/T' nails are required Into each member. All nailing is required in face of supported chords. For doped applications, flanges may protrude above or belowtruw chords. Bending of extended flanges is permitted. 17) In the LOAD CASE(S) section, loads applied to the face of the mss are noted as front (F) or back (B). 18) At Rates 20 Gauge Unless Noted LOAD CASE(s) Standard 1) Snow Lumber Increase=1.15, Plate Increase -1.15 28522 LOAD CASE(S) Standard Uniform loads MVert: 1-2-97,2-4-97,5-7=20 Concentrated Loads (Ib) Vert 8.23(F) 9.85(8)11.20(F)12=10(B)13-155(F)14-135(8)15-370(F) 16 -295(B) Hip Girder Hip Girder 11 1 1 -24-13 3 5VAILi64# 14-10 2-04 4-5-13 LOADMO (last) SPACING 2-0-0 CSI DEFL m Ooc) Odell Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.74 Vert(LL) 0.01 45 X999 240 MT20 197/144 ' (Growl SnovF50.0) Lu mcreace 1.15 BC 0.15 Vett(TL) -0.Ot 43 X999 180 TCDL 10.0 Rep Strew Ina NO WS 0.00 Honz(TL) -0.00 4 n1a n/a BCLL 0.0 ' Code IRC2009TPI2007 (Metrix) Weight 18 lb FT =10% LUMBER TOP CHORD 2 X 4 SPF Not BOT CHORD 2 X 4 SPF NO2 WEBS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing daecdy applied a 4-5-13 oc purlins, except ed verticals. BOTCHORD Rigid cedmg directly applied or 680 oc bracing. REACTIONS (Ihlsize) 5 = 513/0.7-14 (min. 0-1.8) 4 138IMecharecel Max Hort 5 154(LC T) Max Uplift 5 =-154(LC 7) 4 = -64(LC 7) FORCES (Ib) - Max. Comp)Max. Ten. -All farces 250 (lb) a less except when shown. TOPCHORD 2-5=-481/153 (14) 1) VVind: ASCE 7-05;100mph; TCDL=42psf; BCDL-S.Opst; h--Ztk CaL II; Exp B; enclosed; MWFRS QovMse) gable end zone; cantilever left and right exposed; Lumber DOL -1.33 plate gdp DOL=1.33 2) TCLL ASCE 7-05; Pg= 50.0 pst(gound snov4; PF --38.5 psf (gat roof snow); Category 11; Exp S; Partially Exp.; Ci=1.1 3) Unbalanced snow loads haw been considered for On design. 4) This thus has been designed for greater of min roof Into load of 16.0 last or 1.00 times flat roof mad of 385 psf 0n overhangs nor conarreM vdih other We loads. 5) This trues has been designed for a 10.0 pat bottom chord live mad noneonaurerd vft any other live mads. 6) • This Imes has been designed for a five load of 20.Opsf an the bottom chard in all areas Wleve a rectangle 380 tall by 10-0 wide will tit bebweu the bottom chard and any other members. 7) All bearings ere assumed to be SPF Not. 8) Refer to glyder(s) for truss to truss connections. 9) Provide mechanical ical connection (by others) of truss to beefing plate capable of vdtcetanding 1541b uplift at joint 5 and 64 to upfdt at joint 4. 10) This truss is deWed'm accordance with the 2009 Internabonal Residential Code sections R502.11.I and R802.102 and referenced standard ANSVTPI 1. 11)-Sentdgid pill ala wiM foxed heels' Member and tally model was used in the analysis and design of this buss. 12) "Naled" indcate , 2-12d common wire toenails. Fa more details refer to MiTek's ST -TOENAIL Detail. 13) In the LOAD CASE(S) section, mads applied to the face of the truss are noted as from (F) or beds (B). 14) All Main 20 Gauge Unless Noted LOAD CASE(S) Standard 1) Snow: Wrtder Increase=1.15, Plate Inaesse=1.15 Uniform Loads (pM Vert 1-2-97,2-3--97.4-5--20 Concentrated Loads (Ib) Vert: 6=13(F)7=29(8)6 --0(F)9=15(8) 28522 Hip Girder -2.4-13 1 1-4-10 2-0-0 4-5-13 2.443 114-10 -74 2-5-7 5111/-154# 1.4-10 2-0-0 4-543 1-4-10 -7-1 2-5-7 LtMCING (ps}) SPACING 2-60 CSI DEFL in poc) Well Ud PLATES GRIP TCLL 38.5 Pleles Increase 1 15 TC 0.74 Vert(LL) 0.01 45 >999 240 MT20 1971144 (Ground Snow�0.0) Lumber Ina— 1 15 BC 0.15 Vet(TL) -0.01 4.5 >999 180 TCDL 10A Rep Stress Ina NO WB 0.00 Haz(TL) -0.00 4 No Na 5 0.0 • Code IRC2009rrP12007 (Mabix) Wert 18 to FT =101/6 LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X4 SPF NO2 WEBS 2 X 4 SPF Stud BRACING TOPCHORD Structural wood sheatlimg directly applied a 4513 oc pefns, except end veNcals. BOT CHORD Rigid calling directly applied a 6-0-0 oc bracing. REACTIONS (Walze) 5 513/67-14 (min. 0-1-8) 4 138IMedmnical Max Horz 5 = 154(LC 7) Max Uplift 5 =-154(LC 7) 4 = -04(LC 7) FORCES (Ib) - Max. CompJMax. Ten. - AO faces 250 (b) a less except when shown. TOPCHORD 2-5=-4811153 (14) 1) Wed: ASCE 7-05; 100mph; TCDL=42psf; BCDL-S.Opsf; h=25fk Cat Ii; Exp B; enclosed; ~RS Pow -rise) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate gip DOL=1.33 2) TCLL ASCE 7-05; Pg-- 50.0 psf (ground mww4; Pf---38.5 pal (list roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3)Unbalanced mew loads have been considered for Ods design. 4) This ttuss has been designed for greater of min roof five load of 16.0 pat a 1.00 faces Oat roof bad of 38.5 psf on overhangs non-coriament with otter live too&. 5) This toss has been designed for a 10.0 psf bottom dnord five bad nonconament wOh any other five bads. 6)' This truss has been designed for a Ove load of 2l).0psf on the bottom diad in all areas where a rectangle 364 tag by 1-0-0 wade will fit between the bottom chord and Ary ower merrbes. 7) M bearings are assumed to be SPF No2. 8) Refer to girder(s) for truss to buss con ectms. 9) Provide rhecheNcal connectah (fry others) ofbuss to bearing plate capable of wtlhslaa8ng 154 To uplift at Joint 5 and 64 Ib upgft atjotrrt 4. 10) This truss is designed in accordance wth the 2009 International Residential Code settles R502.11.1 and R802.102 and referenced standard ANSI?PI 1. 11) "Sen*n& p8dhtweals with fixed heels" Member and tatty model was used in the analysis and design of this buss. 12) "Nailed" Indicates 3-1 Od or 2-12d common wire toe-rs0s. For more details refer to MlTelfs ST -TOENAIL Detail. 13) In the LOAD CASE(S) section, bads applied to the face ofthe buss we noted as bond (F) or back (B). 14) PA Plates 20 Gauge Unless Noted LOAD CASE(S) Standard 1) Snow. Lumber Increase= -1.15, Plate Increase=1.15 Uniform Loads (pliJ Vet 1-2-197,2-3-97,4-5-20 Concentrated Loads (lb) Vert 6--23(B) 7 --Mg 8=2IXB) 9=15(F) 28521 p Truss 11 I 31 Job Reference (c ID:G39yjl80einco5l 12-11-2 1 18-0-0 1 23-0-14 1 28-0-0 4-11-2 15-044 15-0-14 r 4-11-2 3x4 = 6x6 = 3x4 = 1.5x4 11 3x6 = 5 6 a 7 8 —9 6x6 = 10 23 &W FIT 12-11-2 If -0-12 184)-0 21-11-4 2�-0-14 27-11-4 281#-0 _36-0-0 8-0-0 0-042 73rd -1-1 4-10-6 0-042 8-" Plate OFsets •0.7-13,Ednel. 15:0-3-I.Ecluel.10:03-1 E e 13:0.743 1.5\4k%04v,,, E 4 LOADING(psl) SPACING 2-0-0 CSI OUL in (loc) Odell Ud 4x6 O1101 TCLL 38.5 plates Increase 1.15 Ve t(LL) -025 4x6 3 MT20 1971144 (GrouTCDL Snowf5100) Lumbrvincrease 1.15 BC 0.44 12 21 2425 26 2D 27 28 19 18 17 2930 16 31 3233 15 4x12 11 WS26 5x8 = 5x8 = LUS26 LUS26 4x4 = 4x6 = 4x9 = 4x6 = 4x4 = 532910-1566# THJU26-W LUS26 WS26 WS26 LUS26 WS26 WS26 THJU2&W 13 14iq 4x12 11 1 53291!-1566# 8-0-0 8-q,12 12-11-2 If -0-12 184)-0 21-11-4 2�-0-14 27-11-4 281#-0 _36-0-0 8-0-0 0-042 4-10-0 -14 3-11-4 3-11.4 -1-1 4-10-6 0-042 8-" Plate OFsets •0.7-13,Ednel. 15:0-3-I.Ecluel.10:03-1 E e 13:0.743 LOADING(psl) SPACING 2-0-0 CSI OUL in (loc) Odell Ud PLATES GRIP TCLL 38.5 plates Increase 1.15 TC 0.97 Ve t(LL) -025 18 >999 240 MT20 1971144 (GrouTCDL Snowf5100) Lumbrvincrease 1.15 BC 0.44 Vert(TL) -0.38 18 >999 180 TCDL 10.0 BCLL 0.0 ' Rep Stress Incr NO WS 0.59 Horz(TL) 0.10 13 rde We BCDL 10.0 Code tRC2009/TPI2007 (Mahbr) Weight 593 to FT =10% LUMBER TOP CHORD 2 X 4 SPF 1850E 1.5E •FxoepY NOTES (19) T2,T3:2 X 4 SPF Not Max Cray 1) 3 -ply am lobe connected togetherwith 10d (0.131NW) nails as iollows: BOT CHORD 2 X 6 SPF 1650E 1.5E 13 = 5329(LC 16) as Topchordschoconnectededfollows:2X4-1 row et0-7-0-9- WEBS 2X4 SPF Stud SUDFR FORCES Qb)-Max. CompJMaa.Ten.-Mforces 250(ib) or leas except when shown. WeBotbmchords d as follodast X41 2X6-2rowsc. 0.9-0oc. Webs consented as follows: 2 - t row at 0.9-0 Left 2 X 6 SPF 165OF 1.5E 26-4, TOP CHORD all es, 2)AU loads ere considered equally applied to all plies, except 8 noted as sant (� « Flight 2 X 6 SPF 1650E 1.5E 26d 2-3=79742410, 3i=7920f2419, 4-22=809811477, bags (B) face In the LOAD CASE(S) section. Ply to pty, connections have been provided BRACWG 5-22--80142493, 56=94542858, 0.7=10218!3082, to distribute orgy loads noted as (F) a (8), unless otherwise Indicated. TOP CHORD 76=1021815082, tib=10218(.1082, 9-10=94542888, 3) Wnd: ASCE 7-05; 100rnph; TCDL=42pst BCDL=5.0ps1; h--Zft Cat II; Exp S; Structural wood sheathing directly applied or 4-8-11 oc purlins, except 1023=80142494, 11-23=-80982477,11-12--79202420, endo; MWFRS (lowiise) gable end zone; ceMliever left and right exposed; Lumber oc purlins (641-0 ...):5.10. 79742410 IDOL=1.33 plate grip DOL -1.33 BOT CHORD BOT Rigid ca applied a 10-0-0 oc bracing.2-21=199416193, BOT CHORD BOT C 21-24=214216809, 24-25=-2142!6809, 2-21-199416193,21-24-2142168M, 4) TCLL: ASCE 7-05; Pg= 50.0 psf (ground sr -?4; Pf=38.5 psf (Rat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1, W=50-04) 2526-21426809, 2026=2142/6809, 2027=2902!9447, 5) Unbalanced saw loads have been considered for this design. REACTIONS RMze) 27-28=190219447,19.28=--A219447,1019=290 W7, 6) T� � n of min mot live bad 16.0 pal a 1.00 times 2 515386-8 (min. 0-2-13) 17-18=283419447,17-29=283419447, 29-30=-2634!9447, anfor s nor live Bat roof bad of 38.5 Felon overhangs nan�cenwrreM with other live bads. 13 5153/0.56 (min. 02-13) 16-30=2834/9447,1631=20078809, 31-32=20078809, 7) Provide adequate drainage t0 wales Max Hoz 32-33=20078809,153221#78609, 13-15=18248193 bottom c 8) This truss hes been designed for a 10.0 psf bottom chord Ave bad noncarourrent with for a 0 2 --170(LC 5) Max LtIt WEBS 4-21=-354838,5-21 =-39411189, 5-20=128614099, 9)y Oma live ��" 9)' This truss has aeon designed for a fiveU bad of all t on the bottom chordhs 2-t566(LC 6) 13-1566(LC 5) 6-20=1876828, 0.18=40011171, 7-18=-8261183, 9-18=40011171, 9-16=1876/529,10.16=128&4099, n ares mere a rectangle 360 ta0 by 1-0-0wide wdll fd between me bottom chord and All ft be d Max Gray 10.15=3911169, 11-15=3541838 wry other members, with BOOL-10.Opsf. 10) All bearings are assumed to be SPF No.2 . 2 = 5329(LC 16) Continued on page 2 NOTES (19) 11) Provide mechanical connection (by others) of truss to bearing plate capable of wit hsten6ng 100 lb uplift atjoint(s) except Qty) 2=15K 13-1566. 12) This truss is desWed in accordance with the 20091ntemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI)TPI 1. 13)'Semkigid pitchhreaks with foxed heels" Member end fogy model was used in the analysis and design of mit truss. 14) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC vd 2-1 Dd nails. 15) Use Simpson Strong -Tie THJU26-W (DBL 8 DSL RC 2 -PLY) or equivalent spaced at 19-11-5 oc max. starting at S" from the left end to 27-11-10 to connect truss(es) 06 (1 ply 2 X 4 SPF), CJI (1 ply 2 X 6 SPF), 06 (1 ply 2 X 4 SPF), CA (1 ply 2 X 6 SPF) to back face of bottom chord. 16) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-1Od Truss, Single Ply Gkder) or equivalent spaced at 2-0-0 oc max. starting at 10-0.12 nom the left and to 25-11-4 to connect truss(es) 06 (1 ply 2 X 4 SPF) to back face of bottom lard. 17) FO all nab holes vAare hanger is in contact with lumber. 18) WARNING: The fotw.6g hangers are manually applied but fad due to geometric considerations: THJU26-W an back face at 60-6 from the left end, TKJU26-W on back face at 27-11-10 from the left end. 19) Ati Plates 20 Gauge Unless Noted LOAD CASE(S) Standard 1) Snanr. Lumber) ease=l.t5, Plate Increase=1.15 Uniform Loads (pill Vet 1-5=97, 5.1D=97,10 -14x97, 2-2120, 21 -24s -M, 20-24=20,20-28=-60, 28-29=20,1629=-60,1633=20,1533=30,1315=-20 Concentrated Loads (b) Vent i9 -374(B) 21-1125(B)18-374(8) 15=-1125(8)17-374(8) 25=3740 26=-374(8) 27=334(B) 30'-334(B) 31 �374(B) 32--374(B) Hip Truss 9-0-0 2 5-0-0 6x6 = 1.5x4 II 6x6 1. 5x9 11 47588!-1202# 9-0-0 9-0-0 Plate Offsets (X,Y): 12:069 0-0-12),15:0-3-1 Edpel f/:0J-1 Ed9e1 (10:0.6-9 0412 LOADING (psi) SPACING 2-0-0 TOLL 38.5 Rates Increase 1.15 (Ground Snow=50.0) Wmber Increase 1.15 TCDL 10.0 Rep StrewIncr NO BCLL 0 .0 • Code IRC2009/fP12007 BCOL 10.0 LUMBER TOP CHORD 2 X 4 SPF 2100E 1.8E •Except• T2:2 X 4 SPF W2 BOT CHORD 2 X 6 SYP 2400E 2.OE WEBS 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF 1650F 1.5E 2-11-7, �CIFIG SPF 1650E 1.5E 2-11-7 TOPCHORD Structural wood sheathing directly applied or 4-312 oc purfns, except 2-" oc purlins (4-5-9 max.): 5-7. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS Mftze) 2 4304145-8 (min. O312) 10 430410-5-8 (min. 0312) Max Hoa 2-189(LC 5) Max Uplift 10 1202((LC 8 Mal Grav 2 = 4758(LC 17) C.mmued on pop 2 10 14 he 6x6 = WS2644 - 4x9 = WS26 6x6 = THJU26-w LUSS WS26 THJUZ2 W 9*12 14-M 18-11.4 191p-0 0-04 2 4-114 4-11-4 0-042 12:0-3-0.0-3-171. [15V-3-0.0-3-121 CSI DFFL in (loc) Well ud TC 0.87 Ven(LL) -0.141315 >999 240 BC 0.30 Ven(TL) -0221315 >999 180 WB 0.40 Hwz(TL) 0.06 10 rda n/a (Matrix) Max Grav 10 = 4758(LC 17) FORCES lib) - Max. CompJMax. Ten. -A8 forces 250 (16) or less except when shovm. TOPCHORD 2-16-6669/1743,3-16=-6411/1751,14--641611762, 4-17=614011772, 5-17=6098/1786, 5L=-612711767, 6-7=6127/1767,7-18=6DW11786,8-18=-614011772, 8-9=641611762, 9-19-641111752, 1019'--666911743 BOTCHORD 2-15=1494/5072,15-20=-1539/5115,14-20=153915115, 14-21=153915115,13-21=153915115,13-22--143915115, 22-23=143915115,12-23=143915115, 1 012=1 3 0 515 0 72 WEBS 4-15--2501474,5-15=-67211867,5.13=,56&1654, &13=1076/144, 7-13=56511654, 7-12-572/1667, 8-12-2501474 NOTES (21) 1) 2 -ply toss to be connected togel hervAfh 10d (0.131'x3' nails as Mows: Top chords connected as follows: 2 X 4 -1 row at 0.7-0 oc. Bottom chords connected as follows: 2 X 6 -2 rows at 04-0 oc. Webs connected as #laws: 2 X 4 -1 row at 0-9-0 oc. 1I$ 5x9 11 4758#!-1202# 28-0-0 9-0-0 PLATES GWP MT20 1971144 Weigh: 335lb FT =10°h 2) All loads are considered equally applied to all plies, except 0 noted as front (Fj or back (8) face in the LOAD CASE(S) section. Py to ply connections have been provided to distribute only bads noted as (F) or (B), unless othenvise indicated. 3) Wmd: ASCE 7-05; 100mph; TCDL=42pst BCOL-5.0psf; h=25fk Cat II; Exp B; enclosed; MWFRS povv�dse) gable end me; cantilever left and right exposed; Liner DOL=1.33 plate grip DOL -1.33 4) TCLL: ASCE 7-05; PV- 50.0 psf (ground snow); PF -38.5 psf (flat roof snovv); Category II; Ell) B; Partially Exp.; C1=1.1, W=500-0 5) Unbalanced snow loads have been considered for this design. 6) This inns has been designed for greater of min roof five load of 16.0 psf or 1.00 Imes, flat roof load of 38.5 Pat on overhangs nonconarrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) The solid section of the plate is required to be placed over the splice face at johd(s)14. 9) Pbte(s) atjoird(s)14 checked for a plus or rcnus 2 degree rotation about its center. 10) This toss has been designed for a 10.0 psf bottom chord We load non -cumene witlh any other five loads. 11) • This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas vfiere a rectangle 3-0-0 tan by 1-0-0w6de will fit behveen the bottom chord and any other members, with BCOL =10.Opsf. 12) All bearings are assumed to be SPF Not . 13) Provide mechanical connection (by others) of toss to bearing plate capable of withstanding 100 m uplift atjoint(s) except (M) 2=1202,10=1202. 14) This Inns is designed in accordance wOh the 20O9 Intemadonal Residential Code sections R502.11.1 and R802.102 and referenced standard ANSVTPI 1. NOTES (21) 15)-Seml-rlgid pitdibreals with fixed heels' Member and folly model was used in the analysis and design of ft truss. 16) Design assumes 4x2 (fiat orientation) pwfos at oc spacing Indicated, fastened to truss TC w) 2.1Od nails. 17) Use SinTson Strong -Tie TFUA26 OWA26 on 2 ply, Left Hand Hip) a equivalent spaced at 9-11-4 oc rtuor. starting at 94)-6 from the left end to 1811-10 to connect trhss(w)12 (1 ply 2 X 4 SPF), CJ2 (1 ply 2 X 6 SPF), 12 (1 ply 2 X 4 SPF), CJ2 (1 ply 2 X 6 SPF) to front face of bottom chord. 18) Use Simpson Sfrong-Tle LU526 (4-10d Girder, 3-10d Teas, Single Ply Girder) a equivalent spaced at 2-0-0 oc max. starling at 11k12 from the left end to 1811-4 to connect t tussles) 12 (1 ply 2 X 4 SPF) to front face of bottom chord. 19) Fig all nag holes yr here hanger is in contact with Kimber. 20) WARNING: The following hangers are manually applied but fad due to geometric considerations: TFIJA26 on frail face at 9-0-6 from the left and, THJA26 on trail face at 181140 from the left end 21) A0 Plates 20 Gauge Unless Noted LOAD CASE(S) Standard 1) Snow. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads W Vert 1-5--97.5-7=97,7-11-97,2-15--20,15-20=-60,20-23--20,12-23-W, 10.12=-20 i Concentr>ited Loads (Ib) Vert 15=1543(F)12= -1543(F) 20=445(F) 21z445(F) 22--445(F) 23=-445(F) Tn,ss 3 1 N-1 ".:,6 -0-0 9-0-0 i 3-0-0 3-0-0 3-0-0 3 4x6= '1f rx ...:..,_..,, 3x4 11 .�. Prf�.s H cry 6 7 4x6 ii .'f Tt - 10,00 12 5 ° ,~w ,t'• 4x9 � 12 °"4 1 4 .. R 3x6 �i yr 0 6x6 3 1 8768p7$l! 11 141015 9 AI56Q�1t169q 8X9 11 HGU114x9 11 8x9 = 10x12 = 6x6 = HGUS2B HGUS28 HGUS28 1-9 13-" 2-11-94-1080"1-9 HWV 12-1-15 0711 r9 3.4-0 4-0-P 411 a 12-" I 011-9 0-0-7 -0- 20-0 -11- 0- 1J 2-0-01-11-9 0-11-9 0-0-7 1.097(0-1 LA=0=53018 laa0 SPACING 2-0-0 CSI DEFL ta (lac) 11defl Ud PLATES GRIP TCLL 36.5 PYates Increase 1.15 TC 025 Vert(LL) -0.06 10 >999 240 MT20 1971144 (Ground SnovF50.0) Lumber Increase 1.15 BC 024 Vet(TL) -0.10 10 -999 180 TCDL 10.0 Rep Stress lnor NO WB 0.67 Haz(TL) 0.01 8 n1a Na K-4 0.0 ' Code IRC20091TPl2007 (Matra) Weight: 427 @ FT =10% LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 10 SYP DSS WEBS 2 X4 SPF SWd'Except' 1115,16: 2 X 4 SPF Not, W7:2 X 6 SPF 165OF 1.5E SLIDER Len 2 X 8 SYP DSS 1-93 BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puilms, except end verticals. BOTCHORD Plod calling directly applied a IO -U oc bracing. 1 Row at rtddpt 7-8 REACTIONS @VWze) 1 = 87681458 (min. 01-9) 8 8156145-8 (min, 041) Max Hoz 1 = 328(LC 7) Max Uplift 1 -819(LC 7) 8 =-1069(LC 8) FORCES (Ib) - Max. CompJMax. Ten. - AO faces 250 (lb) or loss except when shown Cordirwed on page 2 TOPCHORD i-2=7933/707, 2J=7960/133, 3-412391581, 4-12-aL%r3W, 5.12-X8121374 BOTCHORD 1-13=77515633,11-13=7755633, 11-14=7755634, 10-14=775/5634,1415=-60714794, 315=-00714794, 316=3822956, 8-1fr-3822956 WEBS 3.11=2312394, 310=120240,4-1 O=SW4631, 4-9=-38761499, 594918238, 5$=68891888 NOTES (15) 1) 3ply trLw to be connected together with 10d (0.131'k3l nails as follows: Top chords connected as foAows: 2 X 6 - 2 rows at 49-0 oc. Bottom chords connected as follows: 2 X 10 - 3 rows at 04-0 oc. Webs connected as tallows: 2 X 4 -1 row at 49-0 oc. 2) All loads are considered equally applied to all plies, except 8 noted as lmrd (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) a (B), unless otherwise indicated. 3) Wmd: ASCE 7-05; 100nph; TCDL=42pst, BCDL=S.Opsf; h -25Q Cat II; Exp B; enclosed; MWFRS (lardse) gable end zone; cantilever len and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7.05; Pg- 50.0 pelf (ground ate; PI= -38.5 pal(flat roof snow); Category II; Exp B; Parti* Exp.; Cl --1.1 5) Unbalanced snow loads have been considered for this, design. 6) This truss has been designed for a 10.0 psf bottom chord five load nonconcu ent with any other Me loads. 7)' This truss has been designed for a We load of 20.Opsf on the bottom chord In at areas where a rectangle 3-" tell by 1-0-0 vede vA0 fit between the bottom chord and airy other members, with BCDL-10.Opst. 8) All bearings are assumed to be SPF No.2 . 9) Provide merharacal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except @=Ib)1=819, 8=1069. 10) This truss is designed in accordance wft h the 2009 international Residential Code sections R502.11.1 and R802A02 and referenced standard ANSVrPI 1. 11) "Seniaigid pitchbreaks with fixed heels" Member end fokty model was used in the analysis and design of Ods truss. 12) Use Simpson Strong -Tie HGUS28 (36-10d Girder, 6-10d Truss) or equivalent spaced at 41141 oc mace. starting at 411-0 from the left end to 6-11-9 to cornett truss(es) T7 (1 ply 2 X 4 SPF) to back face of bottom chord. 13) Use Simpson Strong -Tie HGUS28 (36-1od Girder, 12-1Od Truss) or equivalent spaced at 4-0-0 oc max. starting at 4-113 from the left end to 1411-9 to connect trues(es) H6 (1 ply 2 X 4 SPF) to back face of bottom chord. 14) Fill all nail holes vhwe hanger is in contact wth lumber. 15) AD Plates 20 Gauge Unless Noted LOAD CASE(S) Standard 28522 LOAD CASES) Standard 1) Snow. Lumber Increase=1.15, Rate Increase=1.15 Uniform Loads OAO Vert 1-6=-97,6-7-97.14=-20,9-16=-W, 8-16=20 Concentrated Loads (lb) Vert 11=2469(6) 9=2719(8)13-2276(8)14=2516015=2470(B) 16=2927(B) Truss 4X9 Tn" 1' 1 3 4-6-0 7-0-0 9.6-0 14-0-0 4-0-0 2-6-0 2-0-0 46.0 7118 = 1.60 a 7x8 = 11 12 �+ ..----' 1UX1Z= 7%71= ------- MUU526 I 99M%" HGUS28 HGUS28 HGU X41# 10-11-9 LOADING (P.1)I SPACING 2-0-0 CSI DEFL on (be) Udell Lid PLATES GRIP MILL (Ground SnovF50A5 Plates Increase 1.15 TC 0.91 Vert(LL) -0.05 69 >999 240 MT20 1971144 TCDL 10.0 Lumbefinaease 1.15 BC 022 Vert(TL) -0.08 8 >999 ilio BCLL 0.0 ' Rep Stress Ina NO WB 097 HwK11) 0.01 6 Na Na e�rd ,e n Code IRC2009rtP12007 (Matrix) Weigirt: 300 m FT =1096 LUMBER TOP CHORD 2 X 4 SPF Not BOTCHORD 2X8 SYP DSS WEBS 2 X 4 SPF Stud'ExoepC WI:2 X 8 SYP DSS BRACING TOPCHORD Structural wood sheathing directly, applied or 5-11-3 oc puhhns, except and verticals, and 2-0-0 oc Purfms (64)-0 max.): 2.4. BOTCHORD Rigid oeilmg directly applied a 10 0-0 oc bracing. REACTIONS QhWze) 10 976110.58 (mdn. D-5-3) 6 903010-58 (min. 0.4-13) Max Horz 10-99"5) Max Uplift 10 = 882(LC 7) 6 = -841(LC 8) Maz Grav 10 9949(LC 16) 6 = 9219(LC 16) FORCES Qb) - Max. ComplMex. Ten. - An forces 250 (Ib) a less except when shown :onlrm ed on page 2 TOPCHORD 1-2-4595(736,2-11-7225r.89.3-11-72301688, 3-121--723G688, 4-12=-72251689,4 8047/724, 1-10=7320547, 56--6867837 BOT CHORD 9.15-681116430,8-15--588/6430, 616=5375040, 7-16=5378W0 WEBS 2-9=26313864, 25=-22911621, 38=7731133, 4A=2482417, 4-7=2392822,1-9=5718756, 57=-5615319 NOTES (17) 1) 31y truss to be connected together with I Od (0.131'x3') nails as idiom: Top chords connected as fdlows: 2 X 4 -1 row at 07-0oc, 2 X 8 - 2 rows at 08-0oc. Bottom chords connected as fofi w : 2 X 8 - 3 rows at 04-0 oc. Webs connected as Move: 2 X 4 - / row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except U noted as frac (F) or back (B) face in the LOAD CASE(S) section. Py to ply contrec6ons have been provided lo distribute only loads noted as (F) a (B), urdess otlnervase indicated. 3) VVbd: ASCE 7-05; 101unph; TODL42pst BCDL-Si.Opsf; W 25R Cat II; Exp B; enclosed; MVVFRS [Immise) gable and zone; cantilever left and right exposed; Lumber DOL -1.33 plate grip DOL=1.33 4) TOLL: ASCE 7-05; PIP, 50.0 psi (growd snov4; PF -38.5 Psi (fit roof snow); Category ll; Exp B; Partially Exp.; Ct-1.1, W=500-0 5) Unbalanced snow bads have been considered for this design. 6) Provide adequate drabage to prevent water ponding. 7) This buss has been designed for a 10.0 psf bottom chord live bad rbnconcwrent wit any other five loads. 8)' This buss has been designed for a five load of 20.Opsf on the bottom cord in a0 areas where a rectangle 3-&0 tall by 1-" Wde win fit between the bottom chord and any other members. 9) AO bearings are assuured to be SPF Not . 10) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uuplfft atjoint(s) except (it-Ib)10=882, 6=841. 11) This buss Is designed M accordance with the 20091ntemational Residential Code sections R502.11-1 and ROW.102 end referenced standard ANSUrPI 1. 12) "Serrutigid pitclhbreaks with toed heels" Member end "model was used in the analysis and design of this truss. 13) Design assumes 4x2 (flat oierdation) pudms at oc spacng indicated, fastened to truss TC w/ 2-1 Od nags. 14) the Simpson Sbong-Tie HGUS28 (36-10d Girder, 6-1 Od Truss) or equivalent spaced at 6-0-0 oc max. starling at 0.11-9 from the left end to 12-11-9 to connect trusses) T7 (1 ply 2 X 4 SPF) to had face of bottom chord. 15) Use Simpson Strong -Tie HGUS28 (36-1Od Girder, 12-1 Od Truss) a equivalent spaced at 2-0-0 oc max. starting at 2-11-9 from the left and to 4-11-9 b connect trusses) H5 (1 ply 2 X 4 SPF) to front face of bottom chord. 16) F'0 a0 nag holes where hanger Is In contact with lumber. 17) Ali Plates 20 Gauge Wass Noted G6 1Hip Tnms LOAD CASES) Standard 1) Snow W tuber Increase=1.15, Rate Increase=1.15 Utriform Loads (pit) Vert.. 1-2-97,24-91,44-97,6-10=20 Concentrated loads 91)) Vert 8=2240013�2204(F) 14=2979015=J054(F)16--2256017=7272(F) 18=72190 28522 /Hip Truss 1 I 1 .lob Reference (option 7.250 s Jan 25 2012 ID:G3NISOeirxr3D7ta17HbyU9H"MeI 3 7-0-0 11-13 14-0- 3 4-1"3 4-13 2-10-' 13 14 1.5x411 15 16 5x6 n 15-0-0 3x8 11 Nailed Nailed 14111 M3940 14S3M/3940 2-10-13 7-0-0 11-13 1 14-0-0 2-10-13 4-1-3 4-1-3 12-10-13 Rate Off -Aft 04 13'0-3-0 a2-1) is o3 -O o-2-11 LOADING (psi) SPACING 2-0-0 C� DEFL in Doc) Well Lid PLATES DRIP TCLL(Ground 5 Rales Increase 1.15 TC 0.74 Vert(LL) -0.0.5 10 >999 240 MT20 197/144 Show=50 - Wmba Increase 1.15 BC 024 Vert(TL) -0.08 10 >999 180 TCDL 10.0 BCLL 0.0 ' Rep Stress Ina NO WB 0.51 Horz(TL) 0.01 8 n/a Na BCDL 10.0 Code IRC200VrP 07 (Matra) Weight 7616 FT = 10% LUMBER TOPCHORD 2 X 4 SPF NO2 7)This truss has been designed for a live load of 20.Opsf on the bottom chord in all BOT CHORD 2 X 6 SPF 1650E 1.5E TOP CHORD art's where a redarrgfe 35-0 tall by 1-0-0wide will fit between the boftom chord and WEBS 2 X 4 SPF Stud'Excepr 2-3-1478/374, 3-13=1969/501,13-14-1970/501, )hY ober members. WI: 2 X 4 SPF Not 4-14=1975/501, 4-15=19751501, 15-16--19701501, 8) Pr bearings ere assumed to be SPF Not . 8 BRACING 546-19691501, 545-147a/376,2-12-14881416,6-8--1488/416 Provide connection (m of buss to bearing plate capable of TOP CHORD BOT CHORD eptothers) wi g 100lbmechanicalup 8=394. except (the Structural wood shealhmg directly applied a 4-95 oc pudms, except and verticals, and 11-17-295/1109,17-18=29511109,10-16=29511109, 20094, in accor Residential Code 10) This his is designed accordance war the t0) This 2-0-0 oc purlins (35-1 —.): 3-5. 1019=251/1109,19-20--251/1109, 9-20=251/1109 ANSIRR 1. and 8802.102 and referenced standard ANV 8502.11.1oa8 sections 8ridd BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 3-10-301/1090, 4-10=9271196, 510=30111090, pi.1 faed heels" Member end forily model was used in the 11) "S dgd WMember 2-11-268/1178, 6-9=26811178 sign of thisaks rush 12a� SII" of this truss. s and 12) Design assumes 4x2 (flat orierrtation) pudms at oc spacing indicated, fastened to REACTIONS misize) buss TC w/ 2-102 nabs. 12 = 136510-5.8 (mm. 0-2 8 = 1365/05-8 (ruin. 025) NOTES (15) 1) Wind: ASCE 7-05; 100no; TCDL-42pst, BCDL=5.Opsf, h=250; Cat I% Exp B; 13) "Nailed" i a 3122 common wire l0evhefis. For more derails refer b Max Hort enclosed; MWFRS Qow- ise) gable and zone; cantilever left and rigid exposed; Lumber OENAIs Dela Mi) In t e LOAD NAIL Galant. I LOAD CASE(S) section, bads applied to the face of the truss are noted as 12 70(LC 6) DOL.=1,33 plate gdp DOL -1.33 (the front (P a bads (B). fro Mex Uplift 2) TCLL ASCE 7-05;Pg= 50.0 list(graund snow); P�38.5 psi (list roof snow); 15) FW Plates 2D Gauge Unless Noted 12 394(LC 7) Category II; Exp S; Partially Exp.; Ct=1.1, Lu -50.0.0 8 = -394(LC 8) 3) Unbalanced snow loads have been considered for dus design. LOAD CASE(S) Maxgr Gray 4) This truss has been designed for eater of min roof five load of 16.0list a 1.00 tines Standard 12 1483(LC 17) flat roof load of 38.5 pal on overhangs nonconcutrerd with other five bads. 1) Snow: Lumber tnaease=1.15, Rate Increase=1.15 8 1483(LC 17) 5) Provide adequate drainage to prevent water ponding. Uniform Loads (pit) 6) This truss has been designed for a 10.0 pal bottom chord Ova bad noncoriament with ch Vert..I-2--9r7,2-3-.97,3-5=97,5- FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (m) or less except when shown. any other five bads. Concentrated Loads (lb) Continued an page 2 28522 LOAD CASES) Standard Concentrated Loads (lb) Vert 10=162(8)17=162(B)18=162(8)19=-162(8) 20=1620 Truss Job toss Truax Type Qty Ply GREAT POND RD. N. ANDOVER, MA 28522 H7 Hip Tiniss 1 1 1950 WM0 1971144 TCDL 10.0 Witmer !mase 1.15 BC 0.67 Job Reference 'oral Truss Engineering Corp., Indian Orchard, MA 011517.250 s Jan 25 12 MTek Industries, I= Mon Nov 12 09:5243 2012 9e 1 ID:G3j2yj18Oeinm5D?xd7HbyU9H4•vsx8Ofh4B9GQjGnpAOpOV98JOPU0y7dzclgRSyJzp 10-6-0 1840-0 25-6-0 1 30-10-3 5-4-3 7-6-0 7-6-0 5-4-3 7X10 MT18H= 7x10 MT1BH= 2x4 11 6x6 = 3X4 = 5x9 = 3X4 = 6x6 281SX-2910 26151H -291A 5-1-13 10-6-0 18-0-0 25-6-0 1 30-10-3 I 36-M I IQ LOADMG (pan SPACING 240 CSI DEFL m (loc) Well Ud PLATES GRIP TCLL 38.5 (Ground snow.50.0) Plates htaease 1.15 TC 0.91 Vert(IL) -026 11-12 >999 240 WM0 1971144 TCDL 10.0 Witmer !mase 1.15 BC 0.67 Vert(7L) -0.6213-14 >689 180 MT18H 1971144 BCLL 0.0' Rep Stress lrrcr YES WS 0.83 Horzn) 0.15 10 Na Na BCOL 10.0 Code IRC2009RR2007 (Matrix) Weight:1801b FT-109/6 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E -Except' NOTES (15) T2: 2 X 6 SPF 1650F 1.5E Max Grey 1) Wind: ASCE 7-05; 100mph; TCDL=42psf, BCDL=5.0psf; h--2510 Cat II; Exp 6; BOT CHORD 2 X 4 SPF 1650E 1.5E 10 2815(LC 18) endoseQ MWFRS (low-rise) gable ed zone and CC Exledor(2) -150 to 2-13, WEBS 2 X 4 SPF Stud'Exoepr W5:2 X 4 SPF Not, W1:2 X 6 SPF 165OF 1.5E FORCES (Ib) - Max. CorWJM=. Ten. - All forces 250 (lb) or less except when shown. Intaior(1) 2-13 to 5+14, Exterior(2) 5+14 to 10-64), Interior(1)15-7-1 to 204-15, Ederier(2) 2550 to 3750 zone; cenhlever left and right exposed ;CC for members BRACING TOP CHORD TOP CHORD 2-15 X609158,15-16=-568158, 316-413178,117=31091418,,4-19 and forces & MWFRS for reactions shown; Lumber DOL -1.33 plate grip DOL -1.33 Structural-0-10wood sheathing doectly applied, except end verticals, and 250 oc pudas 4-19=34591512, 17-10=3096')428, 4 -2D= 2) TCLL ASCE 7-05; Pg= 50.0 psf (ground snow+); Pf=38.5 psf (flat roof snow); Category 11; Exp 8; Partially Exp.; Ct=1.1, Lu�O-00 4-6. -M41443, 19-20=3453!512, 520-34591511, 521=34591511, 3) Unbalanced snow loads have been considered for this design. BOTC ORD BOT CHORD 21-22=3453!512, 622=34481512, 623=29941443, 4) This toss has been designed for greater of min roof We bad of 16.0 psf er 1.00 times Rigid ceein9 doectly applied a 10-0-0 oc bracing, 2124m30961420, 7-24=3109/418, 7-25=-413/78, 2526=568F8, flat roof bad of 38.5 pat on overhangs non concument with other We loads. WEBS 626=-609158, 2-14=-9031185, 610=9031185 5) Ronde adequate drainage to prevent water ponding. 1 Row at Mout 5-12,3-14,7-10 BOT CHORD 13-14=3972485,1327=-3252564, 12-27=3252564, 6) Ag plates are MT20 plates unless otherwise indicated. REACTIONS -Mftze) 12-28-19=564,11-28=19012564, 1611=2342485 7) The solid section of the plate is required to be placed over Bre splice line atjohd(s) 4, 14 2393145-8 (mix. 44-7) WEBS 6. 8) TThish ss has bdesigned far a 10.0 par bottom chard five bed nonconwrrent with een 10 2393145-8 (min. 0-4-7) 3-13=-402220,4-1,4-12--289/1256,5-12-1574r338, 3--41543 any other We bads' Max Horzi 612=289/1256, 611=31543, 7-11 W07/220, 3-14=2826/413, 9)' This truss has been designed for alive load of 20.0psf on the bottom chord in all 14 --198(LC 6) Max Upliftareas 7-10=28261413 whm ere a re350 tall by 1-0-0 wide will fit between the bottom chord and 14 = .-291(LC 8) any other members, with BCDL-10.Opsf. 9) 10) A0 bearings areassumed to be SPF No.2. Max-2g1(LC MGrav 11) Provide mechanical connection (by others) of tmss to bearing plate capable of 14 2815(LC 18) withstanding 100 lb uplift atjoint(s) except ")14--291, 10=291. Continued on page 2 Job :�=Hl 28522 Hip Tntas Tnss Engneedng Cmp.. Indian OrchaTQ MA 01151 NOTES (15) 12) This truss is designed in accordance with the 20091ntemational Residential Code sections RMA 1.1 and R802.102 and referenced standard ANSVfPl 1. 13)'Sem4rigld pkhbreala with tared heeW Member end tachy nmdel was used in the analysis and design of this buss. 14) Design assumes W (flat orientation) purfms at oc spacing indicated, fastened to truss TC w/2 -10d nails. 15) AD Plates 20 Gauge Unless Noted LOAD CASE(S) Standard c RD. N. ANDOVER, MA H2 j Hip Tnlss a 13-0-0 18-" 23-0-0 27-2-14 32-6-9 36-0-0 $7=6-Q 4-2-13 5-0-0 5-0-0 4-243 5-241 3-6-7 to nF 6x6 = ,�}\'�' 1.5x4 II _r �h SISH�15�.T1 5 24 6 25 7 v. ii ..`.�5°: •`rl^7 I 6x6 = I 3x4 = 3x6 = 5x8 = 3x6 = sxa = oxo — 31161N-291# 3116IN-2918 a 53 13-0-0 18-0-0 23-" 29.6-13 I 36-0-0 LOADING (psQ SPACING 24)-0 CSI DEFL in Doc) Well Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.69 Vert(LL) -023 16-17 >999 240 MT20 1971144 (Ground Srmw =W.0) camber Increase 1.15 BC 0.64 Vert(TL) -0.3516.17 >999 180 TCDL 10.0 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Herz(TL) 0.16 12 me We Weigh: 1991b FT =10% BCDL 10.0 Code IRC2009RP12007 (Mab x) LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E NOTES (13) BOT CHORD 2 X 4 SPF 1650F 1.5E Max Grey 1) Wnd: ASCE 7-05; 100mph; TCDL-42pst, BCDL=5.0psh h=25R Cat. 11; Exp B; WEBS 2 X 4 SPF Stud-Eroepr 18 = 3116(LC 18) enclosed; MWFRS (low-rise) gable end zoneC and CExtedor(2) -150 to 2-13, W6,WI,NB: 2 X 4 SPF Not, WI:2 X 6 SPF 1650E 1.5E 12 3116(LC 18) Intedor(1) 2-13 to 7-10-14, Extedor(2) 7-10-14 to 28-1-2, hrtedor(1) 28-1-2 to 33-10-13 BRACING zone; cantilever left and rind exposed ;C -C for members and forces 8 MVNFRS for TOP CHORD FORCES gb) - Max. CompJMax. Ten. - All farces 250 (Ib) or less except when shown. reactions shoo; Lumber DOL=1.33 plate grip DOL=1.33 Structual wood sheathing directly applied or 2-108 oc puffins, except and veillcals, and TOP CHORD 2) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); PI=38.5 Pat (flat roof snow); 2-0-0 oc pur(re (3-108 ma.): 5-7. 2-20=-395118, 3-21=36361401, 21-22-35971413, Category II; Exp B; Partially Exp.; Ct=1.1, W=50-0-0 BOT CHORD 22-23=3291/419, 4-23=3196/426, 4-5=30241471, 3) lkbalanced snow loads have been considered for this design. Rigid ceiling directly applied or 10-0-0 oc bracing. 5-24=-24401464.6-24-24411464,6-25--2441/464, 4) This buss has been designed to greater of min roof live load of 16.0 pat or 1.00 8mes WEBS 7-2524401464, 741=41471, 8-26--31961425, gat roof lead of 38.5 psf on overhangs nor-ooncunem with other five bads. I Raw at mW 5-15,6-15,7-15,3.18,9-12 2627=32911419, 27-28-35971413, 9-28=363&401, 5) Provide adequate drebnage to prevent water pom ng. 10-29=395118; 2-18=620/132, 1412=-020/132 6) This buss has been designed for a 10.0 psf bottom chord five bad nonconarrem wid P/size) 8 other five 1REACT1ON5 01458 (min. 0+14) 17--18-' 3462831,1731=2932776, 31-32=2932776. 7) * This mins has been designed for a live bad of 20.Opsf on the bottom chord in all 12 - 2460/0-58 (min. 04-14) 1632=2932776,1633=2332325,1533=2332325, areas where a rectangle 38-0 tall by 1-0-0 wide will int between the bottom chord and Max Horz 1534=1242325, 14-341242325, 141682776, any other members, with BCDL=10.Opsf. 18 = 247(LC 7) 35-36=1682776, 1336=1682776, 12-13=2(15/2831 8) All bearings are assumed to be SPF No.2. Max Uplift WEBS 9) Provide mechanical oonnedion (by others) of buss to bearing plate capable of 16-291(LC 8) 3-17=-55128(1, 4-16- a211161, 5.16=791958, 515=-212564, withstanding 100 m up8t at jobd(s) except (jMb)18-291,12--291. 12 --291(LC 9) 615=-1030219, 7-15212864, 7-14=791958, 614=-821/161, 10) This bus is designed In accordance with the 2009 International Residential Code Max Grav 9-13=55280,118-35811392, 9-12-3581!392 sections R502.11.1 and R802.102 and referenced standard ANSUfP11. 18 = 3116(LC 18) 11)'SemHigid pitclibreeks Wth fixed heels" Member end fixity model was used in the 12 = 3116(LC 18) analysis and design of tris truss. Continued on page 2 H2 IHIp Truss NOTES (13) 12) Design assumes 4x2 (Ilat orientation) pudim at w spacing indicated, fastened to truss TC w12 -10d nails. 13) All Plates 20 Gauge Unless Noted LOAD CASEM Sfand®d H3 I Hip Truss M 10-2-11 5-10-4 5-3-4 1 31-7-9 19 ,.. ... 17 15 6x6 = 3x4 = 3x8 = 3x6 = 4x6 = 3x4 = 3231#&291# 8-0-9 1 15-6-0 1 20-6-0 2741-7 1 36-M 13 6x6 = 3236#/-291# LOADING (psf) SPACING 2-0-0 CSI DEFL in (bc) Well Ud RATES GRIP TCLL 38.5 (Grand Srhow=50A) Plates Increase 1.15 TC 0.84 Vert(LL) -0.33 14-15 >999 240 MT20 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.77 VerKTL) -OA9 1415 >873 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.97 Haz(TL) OAS 13 Ne n/a BCDL 10.0 Code IRC2009f1'PI2W7 (Matrix) Weight: 1971) FT =10% LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E'ExoepP NOTES (15) T3: 2 X 6 SPF 1650F 1.5E Mex Gray 1) Wind: ASCE 7-05; 100mph; TCDL=42pst; BCDL=5.0psf, h-2511; Cat. II; Exp B; BOT CHORD 2 X 4 SPF 165OF 1.5E 13 3238(LC 18) enclosed; MWFRS (l -1w) gable and zone and C -C Extedor(2) -18-0 to 2-13, WEBS 2 X 4 SPF Stud -Except' IMaior(1)2-1-3to 10-2-11, Extedor(2) 10-2-11 to 2593, Interior(1) 25-95 to 33.10-13 W5,W6,W7: 2 X 4 SPF Not, WI: 2 X 6 SPF 16WF 1.5E FORCES (Ib) - Max. CompJMax. Ten. - AB faces 250 (ib) or less except when shown. Zone; cantilever left and right exposed 10 C for members and faces 8 MWFRS for BRACING TOP CHORD reactions shown; Lumber DOL -1.33 plate grip DOL -1.33 TOP CHORD 2-20=456129,3-21 =-4013!388, 421 �74mn, 43=-35191403, 2) TOLL ASCE 7-05; PWz 50.0 psi (ground snow); Pf--38.5 psi (flat roof snow); Strumae! wood sheathing dxeclly applied a 2-2-0 oc purlins, except end veNcals, and 522-31861426, 622=-29111437, 6-7=2430/411, Category 11; Exp B; Partially Exp,; C1=1.1, Lu -50-00 211-0 as purists (58-7 max): 6-7. 7-23--29221437,8-23-3198/426,8-9-3531/403, 3) Unbalanced snow bads have been considered for this design. BOT CHORD 9-24=376089,10-24=40251388,11-25=-45829, 4) This buss has been designed fa greater of min roof five bad of 16.0 psf or 1.00 rimes Rigid Ming directly applied or 10-0-0 oc bracing. 2-19--3801151,11-13=-5811151 flat roof load of 38.5 psi on overhangs noncaicumerd with other We loads. WEBS 1 Row at mW 5-17,7-17,8-15 BOTCHORD 1849=292!3227, 1&26=203!3033, 2627=20313033, 5) Therm adequate drainage to pregemwatabponding' 6) section of the plate p required to be placed over the line 6. 2 Rows at 113 pts 3-19,10-13 17-Z7-20313033,17-28=-55/2439,16-28=-5512439, bj ut its Rate(s) atjoint(s) 6 and 7 clheclxed for a a minus 1 degree rote8en about Ns RatThe (s) rot 1516=552439,1529=122/3043, 29-30=12213043, plus REACTIONS Maim) 1430=122!3043,13-14=19013235 c �" 8) This truss has been designed fora 10.0 psi bottom chord five bad nonconxar aent with 19 = 2443/058 (mm. 05-1) WEBS any This[ five bads. 13 = 245010-58 (min. 0&1) 518=25/340, 51710421181, 617-9111102, 7.17362/318, 9)' This truss has been designed for a live load of 20.Opsi on the bottom chord'm all Max Hoa 7-15=9111133, 615=10441181, 614=261339, 3-19=3920!357, areas Where a rectangle 38-0hsll by 1-0-0 wide wd0 Bt between the boBTm drord and 19 =-294(LC 6) Max Uplift 10-13S39301357 any other members, with SCOL-10.Opsf. 19 =-291(LC 8) 10) Afi bearings areassumed to be SPF Nat . 13 -291(LC 9) 11) Provide mechanical connection (by others) of truss to bearing plate capable of Gr Max av withstanding 100 tb uplift atjolyd(s) except ")19.291, 13--291. (4.&hn' ued on page 2 3231(LC 18) H3 I HID Tnm NOTES (15) 12) This truss is designed in accordance with the 2009 International Residential Code sections R502A 1.1 and R902.102 and referenced standard ANSVTPI 1. 13) "Semi-rigid Otdebreaks with fixed heels" Member and fixity model was used on the analysis and design stns buss. 14) Design assumes 02 (flat orientation) purlins at oc spedrng indicated, fastened to buss TC w12 -10d nabs. 15) AD Rates 20 Gauge Unless Noted LOAD CASE(S) Standard H4 1Hip Tnm 11 1 1 X1-6-0, 5-10-12 11-0-0 1 16-6-0 22-1-4 28-0-0 1-6-0 5-1042 5-7-4 15-0-0 5-7.4 5-10-12 T4 13 12 10 9 8 3XS = 6x6 = 3x4 = 3x6 3x8 = 6X6 = 4X4 11 260SN-246# 11-6-0 16-6-0 LOADfNG ( FACING 2-0-0 CSI REFI in (lac) Vdefl Ud PLATES GRIP TCLL 38.5 pates Increase1.15 TC 0.81 Ved(LL) -0.14 10-12 >999 240 MM 197/144 novG50 (Ground S.0) Lumber Increase 1.15 BC Obs VerKTL) -02110-12 >999 180 TCDL 10.0 Rep Stress I= YES WB 084 Hwz(TL) 0.07 8 Na n/a 5LL 0.0' Code IRC2009lfP12007 (Matrix) Weight: 141 to FT= 101/6 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF NO2 WEBS 2 X 4 SPF Shid'ExcepP WS,W6:2 X 4 SPF Not, WI:2 X 6 SPF 165OF 1.5E BRACING TOPCHORD Structured mood sheathing directly applied, except and ve+8cals, and 2-0-0 oc purfi s (4-34 max): 45. BOTCHORD Rigtd =Tmg dbectly applied w 10-0.0 Oc bracing, Except 6-" oc bracing: 13-14. - WEBS 1 Row at micipt 4-10 REACTIONS Own) 14 = 1842/0.58 (min 04-1) 8 165414echamW Max Harz 14 236(LC 7) Max Uplift 14 =-246(LC 8) 8•168(LC 9) Max G ay 14 2606(LC 18) Continued on page 2 Max Grav 8 2291(LC 18) FORCES Ob) - Max. CwWJM=. Ten. -Ag forces 250 (b) w less except when shown. TOPCHORD 2-15=2974272,1576=-2716282, 3-16=2504295, 3-17=23861309, 17.18=2078!3.30, 4-18=1857/'332, 45=1718!329, 519=1949/336,19-20=2067!825, 6-20=2361!313, 6-21=2516!305, 21-22=270929;1, 7-22-2985290, 2-14-2541523,7-8-2226/246 BOTCHORD 1344=2561330,12-13=2142260, 71-12=13711727, 10 -11=137/17Z7,9 -10-184f2291,8-9--66/373 WEBS 3.12--6831141, 4.12=,19/640, 41D=272235, 510=-361633, 6-10=7361153, 2-13=-14511951, 7-9=134/1939 NOTES (14) 1) Wind: ASCE 7-05; 100niph; TCDL=42psf; BCOL-5.Opsf, h=25ft; CaL II; Eng B; enclosed; MWFRS (ow -rise) gable end zone and C -C Extedm(2) -150 to 160, Irderior(1)150 to 7-3-2, Exterior(2) 7-3-2 to 208-14, hdedor(1) 208-14 to 24-9d zone; cantilever left and right exposed ;C -C for members and forces 6 MWFRS for reactions shaven; Lumber DOL=1.33 plate gip DOL -1.33 2) TCLL• ASCE 7-05; Pg= 50.0 pst(grouml snow); Pf--38.5 psi(flat roof mow); Category 11; Exp B; Partially Exp.; Ct--1.1, Lu -50-" 3) Unbalanced snow bads have been considered for this design. 4) This buss has been designed for greater of min roof Me load of 16.0 pat or 1.00 times flat roof bad of 38.5 psf on overhangs nor-conamentwith other We loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord five load nonconament with my other We beds. 7)' This toss has been designed for a live load of 20.Opsf on the bottom chord In all areas where, a rectangle 360 tag by 1-0-0 wide will ft between the bottom chord and any other members, with BCDL = I O.Opsf. 8) All hearings are assumed to be SPF No -2. 9) Refer to girder(s) for buss to truss connections. 10) Provide mechanical connection (by otters) of truss to hearing plate capable of withstanding 100 b uplift atjo"s) except (jHb)14-246, 8=166. 11) This truss is designed in accordance v t the 2009 international Residential Code sections R502.11.1 coed R802.102 and referenced standard ANSVTPI 1. 12) "Semkigid pxdbreaio v41h fixed heels' Member end fogy, model was used in the analysis and design of this buss. 13) Design assumes 42 (flat wiottation) purlins at oc spacing Indiceteit fastened to truss TC w/ 2-1Od nags. 14) All Plates 20 Gauge Unless Noted H4 i Hip Truss LOAD CASES) Standard H5 HipTniss 11 1 1 4-3-4 1 9-2-3 13-7-8 1 19-7-8 24-7-8 1 29-7-8 35-3-0 4-3.4 4-1044 4-5-5 6-U 5-0-0 1 5-0-0 5-7.8 I 23 24 6X10 M18SHSQ 25 4X6 n 1 16 15 28 29 14 13 30 12 11 31 32 10 9 4x9 = 3x4 = 4x6 = 4X6 = 44 = 4x9 - 3x8 - 4x9 = 6-3� 13-7-8 19-7-8 29-7-8 35-3-0 6-3-4 7at6-0-0 10-0-0 5-7-8 LOADING (Pd) SPACING 2-0-0 TCLL 38.5 Plates Increase 1.15 (Ground Snrrw50.0) Wmberincreaee 1.15 TCDL 10.0 Rep Stress Incr YES BCD 0.0L 10.0 IW BC' Code IRC2009/2007 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E'ExcepC T2,T3: 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF 2100E 1.8E WEBS 2 X 4 SPF Stud-ExcepC W6,W7,W11: 2 X 4 SPF Not, WI: 2 X 6 SPF 165OF 1.5E BRACING TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purfrrs, except end verticals, and 2-A& purlus R-2-0 max.); 4-5,7-8. BOTCHORD Rigid ceiling directly applied or 10-00 oc bracing - WEBS 1 Row at nldpt 113, 513, 6.12, 7-9,2-16 JOINTS 1 Brace at Jl(s):8 REACTIONS (misize) 9 = 2257/Mechanical 16 - 2251/Mechanical Max Harz 16 = 244(LC 7) Max Uplift 9 =-216(LC 9) 16-204(LC 8) Codnued on page 2 CSI DEFLoh (loc) Vdefl Ud TC 0.96 Vert(LL) -0.4610-12 >900 240 BC 0.76 Ved(TL) -0.81 1012 >517 180 WB 1.00 Hz(TL) 0.15 9 Na Na (Matmx) Max Uplift 9 =-216(LC 9) 16 --204(LC 8) Max Gray 9 = 2492(LC 19) IS = 3009(LC 19) FORCES Ob) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 1-17=-461184, 2-18=36741401,1&19=-34561410, 1320=-3412J412,120=3261I422,121=-NW423, 21-22--2821/431,4-22--2726f441,4-6--2347/409, 5-6--3229/442,6-23=4 12/538,2124=473B524, 24-25--4741/524, 7-25=4931I521, 8-9--163/102,1-16=470/94 BOTCHORD 1516=3242884,1528=-2742787, 28-29=274m87, 14-29=2742787,1114=2742787,1131]=1922463, 12-30=1922463,11-12--31813176,11-31=31813176, 3132-31813176,1032---31813176, 310=-395!3955 WEBS 113=$131163, 4-13=-87/1099, 513=483/141, 512---87/1331, 6-1 2=1 1 78 211, 6-10=--131/1353, 7 -10= -WI 8,7-0--45821447, 2-16-3627r3W PLATES GRIP WIWI 1971144 M18SHS 1971144 Weigh:183It, FT=10% WEBS 3-13=-8131163,4-13=8711099,513 83/141, 512=-8711331, 6-12=1178211, 640=13111353, 7-10=-844!198, 7-9=- 45821447, 2-16-36271304 NOTES (16) 1) VlTad; ASCE 7-05; 100mish; TCDL=42psf, BCDL=5.Opst h=25ft; Cat II; Exp B; endosed; MWFRS (love -rise) gable end zone and C -C Exlenor(2) 02-12 to 131, Imedor(1)131 to 8-7-11, Extedon(2) 8-7-11 to 24-7-8. Inde ior(i) 24-7-8 to 237.8, Exterior(2) 31315 to 3511 zone; centimer left and rigid exposed ;C -C for members and forces 8 MWFRS for madias shown; Lumber DOL -1.33 plate grip DOL=1.33 2) TCLL ASCE 7-05; PW- 50.0 psf (ground snow); Pk38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.1, W=5060 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) A8 plates are MT20 plates unless otherwise ind rated. 6) Plates) atjoh*s) 5 checked for a phs or minus 1 degree rotation about ins center. 7) This truss has been designed for a 10.0 psf bottom chard five load nonconaanentwith any Oliver five bads. 8)' This truss has been designed for a five load of 20.Opsf an the bottom chard in all areas where a rectmVIe 3b-0 fall by 1-0-0 wide vA fit between One bottom lard and any other members, with BCDL = iO.Opsf. 9) AO bearings are assumed to be SPF Not . 10) Refer to girder(s) forty ss to truss connections. Hip Truss (16) 11) Provide mebd plate a equivalent at bearing(s) 8 to support reaction shown. 12) Provide mechanical connection (by others) of truss to bearing plate capable of vACatandmg 100 th uplift atjobnl(s) except (jHb) 9=216, 16=204. 13) This truss is designed in accordance with the 2009 international Residential Code sections R502.11.1 and R802.102 and referenced standard ANSUTPI 1. 14)'Semkigid ptdnbrealm with fixed heels" Member end %* model was used in the analysis and design of tds truss. 15) Design assumes 4x2 (flat orientation) Wdm at oc spacing indicated, fastened to tines TC w12 -10d nem. 16) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard 26522 1H6 I Hip Tnfss 11 1 1 5-1-5 1040-3 16-1-8 1T-1 22.4-13 27-1-8 31-0-8 35-3-0 5-1-5 5-843 5-35 1-0 53-0 4-841 3-11-0 4-2-8 Sx8 MT18H= 64= N � N 18 17 28 16 29 15 14 30 13 31 12 32 33 11 4x9 = 3x4 = 5x8 NIB= 3x8 = 3x10 MIBSHS= 5x8 = 5x6 = 4x6 = 8-045 1 16-1-8 1 LOADING (psf) SPACIING 2-0.0 CSI DEFL m (loc) 9defl Ild PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.92 Vert(LL) -0.5012-14 >831 240 WT20 1971144 (Ground ShovF50.0) Lumber Increase 1.15 BC 0.75 Verl(TL) -0.8012-14 >522 ISD MTi8H 197/144 TCDL 10.0 Rep Stress Ina YES WB 0.84 Hwz(TL) 0.14 11 Na n1a M18SHS 197/144 orrLLn .0 0. Code IRC2009RP12007 (Matrix) Weigh: 206 lb FT=10% LUBBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 2100E 1.8E WEBS 2 X 4 SPF NO2 -Except W11,WS,W9: 2 X 4 SPF Stud, W7: 2 X 6 SPF 165OF 1.5E OTHERS 2 X 4 SPF Stud BRACING TOP CHORD Strucbaal wood shealhmg directly applied, except and verticals, and 2-0-0 oc purlins (3-7-0 max.): 56, 510. BOT CHORD Rigid oe1mg directly applied a 10-0-0 oc bracing. WEBS 1 Row at nidpt 4-115,515,7-14,8-12,9-11,3-118 JOINTS 1 Brace at JI(s): 10 REACTIONS Oblsae) 11 2266/Mechanical 18 2226IMechanicai Max Harz 18 284(LC 7) Max Uplift 11-222(LC 9) 18 -199" 8) Continued on page 2 Max Uplift 11-222(LC 9) 18 --199(LC 8) Max Grav 11 = 2535(LC 19) 18 = 3074(LC 19) FORCES Ob) - Max. CompJM=. Ten. -A8 forces 250 (1b) or less except when shown. TOPCHORD 1-2--404/90.2-19=261192,3-20=396W364,20-21 =-3705/375, 21-22=33561377, 4-22=-347&389, 45=31421403, 56=2390/581, 6-7=31571398, 7-23=-4715/456, 2324-4246/453, 8,24457afW. 6.25=-3763/338, 945=3766/537,10-11=275/59,1-18=3801113 BOTCHORD 17-18=34915172,17-28=2672959,16.28-2672959, 1649=2672959,1529---2672959,14-15=1592413, 14-30=279!3101,1330=279/3101,13-31=27913101, 12-31=279/3101, 12-32=222/1994, 32-33=222/1994, 1133=222/1994 WEBS 417=59/587, 4-15=1043200, 515=152/1266,6-15-6181162, 6-14=10&1316, 7-14=1263.223, 7-12-98/1401, WEBS 4-17=5W587, 4-15=1043200, 515=152/1266, 6-1518/162, 514=108/1316, 7-14=1263223, 7-12=98/1401, 8-12=28=22,9-12-17812765,9-11=-10951349, 318-3939269 NOTES (17) 1) Wind: ASCE 7-M; 100 ph; TCDL=42psf; BCDL=5.Opst, h=25R, Cat. It; Exp B; enclosed; MWFRS Pow -nae) gable end zone and C -C Fxderlor(2) 0.2-12 to 39-1, Imaior(1) 331 to 10.103. Fxterior(2)10-103 to 221-13, Imeriogl) 224-13 to 27-1-8, Extedor(2) 316-15 to 3511 zone; carmlever left and right exposed ;CC for members and forces & MWFRS for reactions shown; Lumber DOL -1,33 plain grip DOL=1.33 2) TCLL: ASCE 7-05; PT= 50.0 psf (ground snow); Pf-38.5 psf (Bel roof snow); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0 3) Unbalanced wow bads have been considered for this design. 4) Provide adequate drainage to prevent waiter pending. 5) All plates are MT20 plates unless olherMse Indicated. 6) The solid section of the plate Is required to be placed over the splice line at Mrd(s) 5. 7) Plate(s) stjomt(s) 5 checked for a plus a rrunus 1 degree rotation about its center. 8) This buss has been designed for a 10.0 psf bottom chord live load notcatcurrent wit any otter five loads. 9)' This buss has been designed Tor a five bad of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tell by 1-0-0 wide w8 fit between the bottom chord and any other members, with BCDL=10.opsf. 28622 NOTES (1T) Truss 10) A0 bearings areassumed to be SPF No2 . 11) Refer to girder(s) for truss to truss connections. 12) Provide metal plate or equivalent at bewbg(s)10 to support reaction shown. 13) Provide mechanical connection (by others) ofhuss to bearing plate capable of wi0hstanding 100 Ib uplift atjoinl(s) except @4b)11=222, 18=199. 14) This truss Is designed in accordance with the 20091memational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSVM 1. 15)'Sen"gid pflchbreats with flared heels' Member and folly model was used in the analysis and design of this truss. 16) Design assumes 4x2 (flat orientation) putos at oc spacing indicated, fastened to hula TC w/ 2-10d nails. 17) Afl Plates 20 Gauge Unless Noted LOAD CASE(s) Standard 28522 TnISS 6-0-15 18-0-0 5x6 = 5 E 9-11-1 6-0-0 14 n tit na co �.. 12 �,. .. _. 10 24MMM 30 = 6x9 = 3x4 = 24f291# 9-1-12 LOADING (Pst) SPACING 2-0-0 TCLL 38.5 Plates Increase 1.15 (Ground Sno 50b) Lhnmber hhcrease 1.15 TCLL 10.0 Rep Stress Ina YES BCLL 0.0 ' BCDL 10.0 Code IRC2009RP12007 LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF No2'ExcepC W3,W2: 2 X 4 SPF Sud, WI:2 X 6 SPF 1650E 1.5E BRACING TOPCHORD Smchaal wood sheathing dtedly applied or 3-0.12 oc phafins, except end veNmis. BOTCHORD Rigid ce86hg directly appy a 10-0-0 oc bracing. WEBS 1 Row at midpt 6-12.4-12,3.14,7-10 REACTIONS (Net-) 14 = 248510" (non. 0314) 10 - 24851458 (min. 03-14) Max Hoz 14 345(LC 6) Max Uplift 14 =-291(LC 8) 10 =-291(LC 9) FORCES Qb) - Max. CompJM=. Ten. - AD forces 250 Qb) or less except when shown. TOPCHORD 2-15-6701143,3-15=-4991167,3-16-2957/350,4-16--28001376, CSI OEFL in(loc) Vdefl Ud TC 0.77 Vert(LL) -0.34 12-13 X999 240 BC 0.82 Ved(TL) -0.5412-13 -783 180 WB 092 Horz(TL) 0.14 10 n1a Na (Matrix) TOPCHORD 2-15=5701143, 3-1524991167, 316=M7!350, 4.16=2600/376, 4-17=2214!365, 5 -17 -2038a82,5 -18-2038r382, 6.18=2214/365, 6-19-2800!376, 7-19229571350, 7-2D-4991167,8-20=-670/143,2-14--752r250,8-10--75Z249 BOTCHORD 14-21=2002443, 21-22=2002443,1322-2002443, 1323=98)2166, 2324-982166, 12-24-982166, 12-25=-492166, 25-26=-492166,11-26=492166, l l -Z7-1412443, 27.2821412443,102821412443 WEBS 512-26511750, 6-12-1009211, 6-11=fi31512, 412=1009211, 4-13 31512, 31422629227, 7-1 0=262 9227 NOTES (11) 1) Wnd ASCE 7-05; 10(mph; TC DL=42psf; BCDL=5.0ps ,, 11-251k Cat II; Exp B; endowed; MWFRS (low-rise) gable ani zone and CC Extedor(2) -15-0 to 2-1J, Interior(1) 2-13 to 144-13, Exteda(2)144-13 to 180-0, Intedo(1) 21-7-3 to 3310-13 me; cantilever left and right exposed C -C for members and faces 8 MWFRS for medias shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pg= 50.0 psi (ground ww4; Pf=38.5 psi (itat roof snow); Category 11; Exp B; Partially Exp.; Ct--1.1 3) Unbalanced snow Inds have been considered for this design. 36-M 19 PLATES GRIP MT20 1971144 Weight 183 lb FT =10% 4) This truss has been designed for greater of min roof five load of 16.0 pst a 1.00 tlmes flat roof load of 38.5 psf on overhangs noncahmmend with other five loads. 5) This teas has been desk for a 10.0 psi bottom chord five load rhmconament with any other We loads. 6)' This buss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by I-" wide will fit between the bottom chord and arty abler rtes, vdtlh IDL = t0.Opsf. 7) M hearbhgs are esshlnhed m be SPF No.2 . 8) Provide mechanical connecdon (by others) of Ours to bearing plate capable of wdahstancng 100 lb uplift atjobl(s) except (jh4b)14-291,1"1. 9) This toss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSVTR 1. 10) "Serrkigid p6dhbreals with fixed heels" Member and fsdty model was used In the an** and design of this truss. 11) AD Plates 20 Gauge Unless Noted LOAD CASE(S) Standard 29522 TRUSS 11 12 9-53 1 140-0 20-0-0 4x4 = 5 19 r' `_ `r 17 16 15 14 13 12 24Mf 3x4 — 3x8 = 7x6 = 2K4 11 4x9 = 5x6 = 34M AIM HUS28 Nailed 29-11%led r 6$-0 14-0-0 20-0-0 24-0-0 27-0-020-0-12 301A10d4Af�n N 90 7.4-0 6-0-0 4-0-0 3-0-0 1-0-12 0- - LOAOMO (pst) SPACING 2-0-0 CSI DEFL n Qoc) War Ud PLATES GRIP TCLL 36.5 PWM Increase 1.15 TC 0.46 Vert(LL) -0.17 15-16 >999 240 MT20 1971144 TCDD fox= 0�0 Lumber Increase 1.15 BC 0.44 Vert(TQ -028 1516 >999 180 SCLL0.0 ' Rep Stress Ina NO WB 0.66 Horz(TL) 0.07 12 Na n/a carni ruin Code IRC20091TP12007 (Matt) Weight: 380 lb FT=10% LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E'ExcepC 82:2 X 6 SVP 240OF 2.OE WEBS 2 X 4 SPF Stud'Excepr W6,W7,W15:2 X 4 SPF Not, W7: 2 X 6 SPF 165OF 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 co puritrrs, except end verticals, and 2-0-0 oc purlins (6-0-0 mint.): 7-9. BOTCHORD Rigid calling drectty appfted or 10-0-0 oc bracing, Except 6-0O oc bracing: 12-13. REACTIONS (Ib'sim) 19 = 2433/454 (min.0-1-15) 12 - 309IM-58 (mn.02-11) Max Hors 19 = 269(LC 6) Max L ift 19 -325(LC 7) 12 - 560(LC 8) Max Grav 19 = 2433(LC 1) 12 = 3434(LC 19) Continued an page 2 Max Grav 19 = 2433(LC 1) 12 3434(LC 19) FORCES (Ib) - Max. CompJMax. Ten. - Ag forces 250 (lb) or less except when shown. TOPCHORD 2-3=-387/83,3.20-29391356,20-21 =-28 0 613 57,4-21=2691!!69, 4-2Y 25011339, 522=2374!359, 523=243Y348, 2124=26031327, 6-24=2732!323, 67-46581501, 74I=5150/743, B -9 -5150f743,9-25= -3944r.50, 10-25--41586M, 2-19=545/179,10.127-33541569 BOTCHORD 18-19=2352324,1626=1641!263, 2627=1642263, 17-27=1642263, 17-28=28016724, 1628=27913726, 1616=M5998, 14-15=bO8I8001, 14-29-43113307, 1129--43115307, 12-13=84/433 WEBS 4-17=7531156, 517=2932191, 617=24581338, 61623212000, 7-16=2865/448, 7-14=124716, 614=747/151, 9-14=25312692,119=2796263,10-13=-4072922 NOTES (18) 1) 2 -ply toss to be connected together with 10d (0.131"x31 nails as follows: Top Mads connected as follows: 2 X 4 -1 now at 0.7-0 oc, 2 X 6.2 rows at 0.9-0 co. Bottom Muds connected as follows: 2 X 4-1 row, at 0.9-0 oc, 2 X 6 - 2 rovs at 0-9-0 ac. Webs camected as follows: 2 X 4 -1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE($) section. Py to ply m caections have been provided to distribute only loads noted as (F) or (B), unless otherwise indcated. 3) Wind: ASCE 7-05; tWmph; TCDL-42p6f; BCDL-5.Opst, h=25fk Cat 11; Exp B; enclosed; MWFRS (bw4lse) gable and mine; centrlever left and right exposed; Lumber DOL=1.33 pate grip DOL --1.334) TCLL: ASCE 7-05; Pg= 50.0 pat (ground snow); Pf=38.5 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct-1.1, W=50-00 5) Unbalanced snow bads have been considered for Oris design. 6) This Inas has been designed for greater of min root five bad of 16.0 psf a 1.00 times flat roof load of 38.5 psf on overhangs non mnarrent with arm five bads. This fisc has hee 8) drainage to prevent water ponding. designed for a 10.0 psf bottom Mord live load nonconc ment %* any other five bads. 9)' This firs has been designed for a five load of 20.Opsf on the bottom Mord in all areas where a rectangle 3.60 tag by 1-0-0 wide % l fit between the bottom dad and arty otter members, with Si = IO.Opsf. 10) An beamed are assumed to be SPF No.2 . F%lfy� NOTES (18) 11) Provide mechanicel connection (by others) of buss to bearing plate capable of wMmtmdng 1001b up88 atjohgs) except (04b)19=325, 12=560. 12) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and RW -102 and referenced standard ANSU7PI 1. 13) "Serri-rigid pttchbreeks with toyed meek" Member and Polly model was used in the analysis and design of tlnk truss. 14) Design assumes HQ (flat orientation) pudirs at oc spacing indcated, lastaned to firs TC vd 2-10d na0s. 15) Use Simpson Strong -Thr FILM (22.104 Girder, 4-10d Truss, Single Ply Girder) or equivalent at 26412 from the left and to conned truss(es)16G (1 ply 2 X 8 SYP) to front face of botrom chord. 1 16) WARNING: The mow" hangers are manuudhy applied but fell Are to geometric considera6as: HUS28 on Vont face a(28412 from the 0 and. 17) "Nested" indicates 3-104 or 3-12d common wire toenails. For more details refer to MtTek's ST -TOENAIL Detail. 18) All Plates 20 Gauge Unless Noted LOAD CASES) Standard 1) Snow. Lumber Increase=1.15, Rae Increase=1.15 Uniform loads (pit) Vert 1-2=97, 23=97, 67=97, 7A=-97, 9.10-97,10.11=97, 19-26=0, 2627-60, 27-28=20,1628--60,12-16=20 Concentrated Loads (m) Vert: 13-2000 29-8450 TRUSS 28522 Truss 1 1 ID. 14-0-0 18_7-0 21-6-0 , �Q-7.4 T , 34-U 5X6 = 3x4 = 5x8 = 4x9 = 6x6 = 3x8 = 5x6 = 2290#/-279# -27,7# 14-0-0 21$-0 ' 6-8-1 17-3-16 7-6-0 6-" 6-6-0 Plate OBsels MY): E3'.0 -2-4,0-3-01,[6:0-1-0,0-141,17,.D-&0,0-1-14], L8:0-3-1,Edgel1140-3-00-1-121 LOADING (psi) TCLL 38.5 SPACING 230 CSI DEFL in Qoc) Well Ltd PLATES GRIP (Grand Snow --50.0) Plates Increase 1.15 TC 0.55 Vert(LL) -0.31 1476 >999 240 MT20 197/144 TCDL 10.0 Lumber Irnaease 1.15 SC 0.73 Vert(TL) -0.54 1416 >750 180 Mr18H 197/144 BCLL 0.0 ' Rep Stress lncr YES WB 1.00 Horz(fL) 0.74 12 Na Na BCDL 10.0 Code IRC2009/I'P120107 (Matt) Weight- 179lb FT -10-A LUMBER TOP CHORD 2 X 4 SPF 1650F I bE-ExoepC NOTES (14) T4: 2 X 6 SPF 1650F 1.5E Max Grav 1) Wind: ASCE 7-05; 100nph; TCDL=42pst, BCDL=S.Opsf; h=25ft Cat 11; Exp B; BOT CHORD 2 X 4 SPF 1650E 1.5E 12 2658(LC 20) enclosed; MWFRS (lo�) gable end zone and C -C Ezleior(2) -1-6-0 to 1-10-13, WEBS 2 X 4 SPF Stud-Excpr W6: 2 X 4 SPF No.2, WI: 2 X 6 SPF 1650E 1.5E FORCES Qb) - Max. CompJMax. Ten. -AD faces 250 (lb) or less except when shovm. Intenor(7)1-10-13 to 10-7-3, Extatorp)10-7-3 to 14-0-0, Imerior(1) 17+13 to 218-0, Exterior(2) 241-3 to 2730, Interior(l) 3089 to 32-1-3 zone; cantilever lett and right BRACING TOP CHORD TOP CHORD 2-19=367157, 320=2720r554, 2(-21=25861355, exP� ;C-0 for members and forces & MWFRS for reactions shown; W rtter StrucGaal wood sheathing directly applied or 2-11-5 oc purfms, except and verticals, and 4 -21=2472M7,4 -22--2273r367,22-23--21751374, DOL -i.33 State grip DOL=1.33 2) TCLL: ASCE 7-05; Pg= 50.0 psf (!pound srrow); Pf=38.5 psf (flat roof srow): 2-0-0 oc purlins (53-8 rrox): 7-8. 523=2136(586.5-24=20801384.24-25=21361374, Category n; Fop B; Partially Exp.: C1=1.1. w=50 -M BOT CHORD 6.25=23371565, 6.7=42481594, 7-26=2238r545, 3) Unbalanced srww loads have been considered for flim design. Rigid calling directly applied or 10-0-0 oc bracing. 1/JEBS 27=22345, 8.9=28171571, 2627=2238/345, 6 815 10-28--U7/36,2-18--WI/173, 10-12=7061147 4) This buss has been designed for greater of min roof five Iced of 16.0 pal or 1.00 tines 1 Row at vidpt 4-16.6-16,7-13,3-18,9-12 BOT CHORD flat roof load of 38.5 Paton overhangs nos-arnarrentwith otherMe bads. 17 8=2 0 621 57, 1 7-2 9=1 31 2078, 2930=-1312078, 5) Provide adequate drainage tD prevent wale ponding, REACTIONS Qblsize) 7630=131/2078, 7637=1492686, 7531=74911686, 6) All plates are MM plates unless othervdme indicated. 7) This hiss has been a 10.0 pst bottom chord tine bad nencahasrehtwiflh 18 7280!658 (min. 03-9) 15.32=1492586, 1432=1492686, 14-33=26413488, any other We loads. 12 2259/65-8 (min. Ori -3) Max Harz 1333=264!5488, 12-13=1642146 WEBS 8) • This truss has been designed for a five load of 20.Opsf on the bottom chord in all 268(LC 7) 4-16--7631165,5-16=-30111964,6-16--1701r&5, areas wherea re -gle 330 tag by 1-0-0 wide witi tit behveen the bo8an chord and MUplift Max= 614=28421, 7-74=1785333, 7-13-15981158,13-13-541996, any order rrembas, w8h BCDL = f O.Opsf. 9) All bearings are assumed to be SPF No 18-279(LC 8) 12 =-277(LC 9) 9.13=4W/403, 318=2594280, 9-12=2756x526 -2. 10) Provide mechanical connection (by others) of toss b beefing plafi capable of Max Grey wiflstading 1001b up80 atjomXs) except (�b)18--279, 12--277. 18 = 2290(LC 1) 11) This truss is designed in accordance vft the 2009 International Residential Code _ sections R502.11.1 and R802.102 and referenced standard ANSI/rPl 1. Contoured an page 2 Trus NOTES (14) 12) "Sene+igid pitclihrealm. with toed heels" Member and "model was used in the analysis and design of tlds truss. 13) Design assumes 42 (flat orientation) pudins at oc spacing indicated, fastened to tnrss TC w12 -10d nails. 14) M Plates 20 Gauge Unless Noted LOAD CASE(S) Standard TnISS I i T �1� 4�-14 9-5-3 14-0-0 19-0-0 25-0-0 29,7-12 , 34-0-0 �5-6� 5x6 = 3x4 = 4x6 = 5x6 = 2287#1-278A273=479111 5x8 = 3x4 = 4x4 = 6-8-1 14-0-0 19-0-0 254-0 34-" 6-8-1 7-3-15 5-0-0 6-0-0 9-0-0 Plate Offsets (XVI: 16:0.7-1 Edgel 17:081 Edgel LOADING (psi) TCLL 38.5 SPte INaease 2-0-0 CS1 DEFL in (bc) Well Ud PLATES GRIP Pla(Ground 0.79 -02515-16 >999 240 �0 197/144 TCDL TCDL 10.0 Lumber Increase 1.15 BC 0 .63 VeregT) -0.431516 >938 180 BCLL 0.0 • Rep Stress Ina YES WS 0.75 Horz(IL) 0.13 11 n/a n/a BCDL 10.0 Code IRC2009TPt2007 (Matt) Weight 179 m FT =10% LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E *Except, NOTES (14) T3:2 X 6 SPF 165051.5E BOT CHORD 2 X 4 SPF 1650' 1.5E Max Grew 11 2733(LC ZO) 1) Wind: ASCE 7-05; I OOmph; TCDL-42pst, BCDL=5.Ops ,, h=25$ Cat. II; Exp B; WEBS 2 X 4 SPF •Except enclosed; MWFRS (bwdse) gable end zoite and C -C Exbuiw(2) -180 to 1-1013, W6,W9:2 X 4 4 SPF Not, W7:2 X 6 SPF 1650E 1.5E FORCES Ob) - Max. ComplMaz. Ten. - M (aces 250 gin) a less except when shaven. Intedor(1)1-10.13 to 10.73, Exbrta(2)10-7-3 to 1400, Intedor(1)17-4-13 to 19-0-0, BRACING TOP CHORD ExWiw(2) 21-73 to 25-04, Interior(l) 28-4-13 to 32-1-3 zone; mmlilever left and right CHORD 2-18=364/60, 3 158/2, 19-20=2587/563, exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber StrucTOP applied a 2-93 oc puxat, except and ver6cels, and at wood sheathing d'.): 4 -20 -24731375,4 -21= -M58/377,21 -22--2125/M, DOL=1.33 plate grip DOL=1.33 2-0-0 6- oe purlins (410.1 max.): 67. 522=21095596, 21475590, 6-23=22855574. 2) TCLL: ASCE 7-05; Pg= 50.0 psf (tpwmd snow); PI -38.5 psf (Bet roof srrow ) BOT BOT CHORD 6-24--2747/435,24-25=Z747/435,7-25--2747/435, Category II; Exp B; Par0e0y Exp.; C1=1.1, W=50-0-0 Rigid ceiling directly applied a 10.0.0 oc bracing. 7-M-2599/378,26-27=-2605/367.8-27-2829/362, - 3) Unbalanced avow bads have been considered for 8ris design. WEBS 628-284/47, 9-28=444130.2-17=6=1 75, 9-11=773/157 4) This truss has been designed for greater of min roof live load of 16.0 psf a 1.00 limes 1 Row at rradpt 4-15,6-15.3-17,8.11 BOT CHORD Bat roof bad of 38.5 psf on overhangs norp-anartemwi h other live loads. 1617-22952158,1630-1592071, 3031=1592071, 5) Provide adequate drainage to prevent water ponding. REACTIONS (Odsi-) 1531=1592071,15-32 1772737,1432=1772737, 6) Plate(s) 810"s) 7 decked fora plus a minus i degree rotation about its coma. 17 = 2287M-" (rrdn. 0-3-9) 1314=1772737,13-43=1072182,1233=1072182, 7) This fits has been designed for a 10.0 psf bottom chord live toad nonconwr2nt v4N 11 2279NS8 (min. 04-5) 11-12-1812354 arty other live loads. Max Herz WEBS 8) • This truss has been designed for a live load of 20.Opsf on the boltom chard in all 17 =-268(LC 6) 4 -16= -49r254,4 -15-770/162,5-i5=30411951,6-15--17031293, areas where a n:ctmgle 380 Rag by 1-0-0 wide vNl fd between the bo0wn diad and Max Uplift 613=-4771123, 7-13-1071874, 7-12=-0r486, 317-2599285. any other menders, with BCDL =1 O.Opsf. 611-26535358 9) AN bearings are assumed to be SPF No.2 . 11 279�(LC 9) 10) Provide mechanical commotion (by others) of fits to bearing plate capable of Max Gr:v wi mbmdng 100 It, uplift at joints) except ")17-279, 11=279. 17 2287(LC 1) 11) This fits is designed in accordance with the 2009 International Residential Code :en6nued on page 2 sections R502.11.1 and R802.102 and referenced standard ANSVrR 1. Special Tnm NOTES (14) 12) "Ser i-figid pitchbreals with fixed heals" Member end fatly model was used in the analysis and design of this truss. 13) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to tnrss TC wl2-10d nags. 14) AH Plates 20 Gauge Wass Noted LOAD CASE(S) Standard �i T7 i TnISS 1 , 4-0-0 , 9-041 1 13-7-8 ,16-1-81 22-1-8 , 27-6-11 1 32-1-8 , 35-3-0 , 4-0-0 5-0-4 14-6-13 2-6-0 6-0-0 t5-5-3 1 4-643 ' 3-1-8 16 15 28 29 74 30 13 31 12 11 10 4x6 = 3x4 = 5x8 _ 3x12 M18SHS= 3x8 = 3x4 — 5x8 — 6-3-9 13-7-8 22-1-8 27-0-11 32-1-8 ,_35-3-0 , 6-3-9 7.3-15 8.6-0 5-5-0 4-6-13 33-1-8 LOADING (psf) SPACING 2-" TCLL 38.5 pates Increase 1.15 (Ground Snow=50.0) Lumber Increase 1.15 TOOL 10.0 Rep Sires Ina YES BCLL 0.0 • Code IRC1009/TPI2007 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E •ExcepP T3:2 X 6 SPF 165OF 1.5E, T5:2 X 4 OF 285OF 2.3E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Stud •Exoepr W6,W7,W8,W9,W130I: 2 X 4 SPF Not BRACING TOPCHORD Structural wood sheathing d rectly applied or 2-2-0 oc pudms, except end va6pls, and 2-0-0 oc pudins (532 mor): 5,6,8-9. BOT CHORD Rigid Wiling directly applied or 104F0 oc bracing. WEBS 1 Row at rr w 3-14; !i,14,542,7-12, 610, 2-16 JOINTS 1 BMW at JI(s): 9 REACTIONS (IbMn) 10 2161IMedmnlcal 16 - 2223/Mechanical Max Horz 16 253(LC 7) Max LT 10 -212gLC 9) 16 =-209(LC 8) Continued on page 2 CSI DEFL In (bc) Well L/d TC 0.78 Ver(LL) -0.3712-14 X999 240 BC 0.81 Vert(TL) -0.6712-14 X629 180 WB 0.72 Horz(TL) 0.16 10 Na Na (Mab&) Max Uplift 10-212(LC 9) l6 --209(LC 8) Max Grav 10 = 2295(LC 21) 16 = 2223(LC 1) FORCES (Ib) - Max. CompJMsx. Ten. - All faces 250 (lb) or less except when shown. TOPCHORD 1-2=281778, 2-17-2807/398, 17-18-26401401, }18=25591410, 3-19=2443/404,19-4 -23061421, 4-20=21971423, 4-5=24061444, 521=22721411, 21-22=22771411, 622=22721411, 6-23-27251434, 23-24=2785!419, 7-24=29941418, 7-25=35461446, 25-26=376&443, 2627=37951431, 627=-38871429, 9-10=277157,1-16=276183 BOTCHORD 1516-26872175,1528=2072185, 2629=2072185, 1429=2072185,1430=2152384,13-30=2152384, 1331-2152364,1231=2152384,11-12=31913114, 10.11=48&4025 WEBS 3.14=4991173'4-14=-387r2294.5-14- 17141345, 512---4531149, 6-12=-661911,7-12--1108/167,7-11=0/414, 611=5fi61199, PLATES GRIP fmo 1971144 MT18H 1971144 M18SHS 1971144 Weight: 1841b FT =10% WEBS 3-14=-099/173, 4-14=3872290, 5-14-17141345,5-12=4531149, 6-12=651911, 7-12-11081167,7-1 1 1414,8.11=9661199, 610-4499/566, 2-16=27681313 RTES (17) 1) ~. ASCE 7-05; 100mpb; TCDL=42psF BCDL--5.Opsf; h-25$ Cat 11; Exp B; enclosed; MWFRS (kmvise) gable end zone and CC Ette i r(2) 0-1-12 to 3-11-6, Interior(1) 3.11-0 to 10.1-3, Exterim(2)10-1J to 13-7-0, Intuior(l)16-1-8 to 18-73. Extedor(2) 22-1-0 to 351-4 zone; cantilever left and rigid exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL -1.33 plate Dip DOL=1.33 2) TCLL ASCE 7-05; Pg= 50.0 psf (ground snow); PI -38.5 Pat (flat roof snow); Category 11; Exp B; Partially Exp.; Ct--1.1, Lu-%" 3) Unbalanced arrow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise bxkcaled. 6) The solid section of the plate Is required to be placed over the splice line atjomt(s) 6. 7) Plate(s) atjo'ad(s) 6 checked for a plus a minus 1 degree rotation about its center. 8) This buss has been designed for a 10.0 Pat bottom chord live load nonconcunentwith any other five bads. 9) • This buss has been designed for a five toad of 20.Opsf on the bottom drord In all areas where a rectangle 36-0 tall by 14)-0w1de w18 i t between the bottom chord and any other members, with BCDL =1 O.Opsf. 10) All bearings are assumed to be SPF W2. 28622 NOTES (17) 11) Refer to girder(s) for inrss to truss connections. 12) Provide metal plate or egirivalent at bearings) 9 to support reaction shown. 13) Provide mechanical connection (by others) of truss to bearing plate capable of wNstendnlg 100 lb upfiH at)oird(s) except (p4b)10412, 16--209. 14) This truss is designed in accordance wflh the 2009 International Residential Code sections R502.11.1 and RBMA02 and referenced standard ANSVTPI 1. 15)'Senddgid pndhbreets, with fixed heels' Member and fixfry modal was used In the analysis and design of trds Irm. 16) Design assumes 4x2 (flat orientation) paf ns at oc spacing Indicated, fastened to buss TC w12 -10d nails. 17) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Truss Job 8-0-11 Truss Type Oy Ply 950 GREAT POND RD. N. ANDOVER, MA 28522 �Truss T8 Special Trttfis 1 1 5-5-8 Plate Offsets 341-120-3-4 :0-480-23 Job Referenceon7.250al Truss Engneenng Corp., Indian Orchard, MA 01151 s Jan 25 2012 Mil'ek Industries. Inc. Mon Nw 121014:172012 Page 1 ID:G3j2yj18Oeirxc5D7xd7HbyU9H40p7KzuemSllpy7iVz90TxukUA15v8uS5XwC81RyJzUq 11-2-3 16-7-8 22-0-13 24-7-8 29-9-8 35-3-0 5-0-1 6-2-1 5-5-5 5-5-5 2-6-11 5-2-0 5x6 = 5 16 15 26 27 74 13 26 29 12 30 11 31 10 5x6 = 3x4 — 4x9 = 5x8 = 5x6 = 5x6 = 5x8 = LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Not •ExoepC W10,W3,W8,W2: 2 X 4 SPF Stud BRACING TOPCHORD Struc4aal wood sheathing directly applied or 2-2-0 oc purfms, except end verlisals, and 2-0-0 as pudhs (47-7 max.): 7-9. BOTCHORD Rigid ceifing directly, applied or 10.0-0 oc bracing. WEBS i Row at migx 414, 614, 7-12, 7-11, 8.10, 2-16 JOINTS 1 Brace at Jl(s): 9 REACTIONS OxIstze) 10 2339/Medenicel 16 - 2260/Mechard. Max Hoz 16 294(LC 7) Max Uplift 10 =-230(LC 9) 16--193(LC 8) Mex Gray :1a{rhmA on page 2 2490(LC 16) Max Gray 16 = 2260(LC 1) FORCES (Ib) - Max. CompJMax. Ten. -AU forces 250 (lb) or less except when she . TOPCHORD 1-17=342181, 23=28761331, 318=2868f341, 4-18—Z713560, 419=22591341, 51 9=20 9 5136 4, 520=2095(361, 20.21=2109!348, 21-22--2228x45, 6-22=225Wi36, 6-7=-3248/389,7-23-1694=1, 623=1701201, 9.10=358/78, 1-16-337/105 BOTCHORD 1516=3832305,1526=2852133,2627=2852133, 1427=2652133,1314=2802330,1128=2802330, 2629=-2802330, le -29=2802330,12-30=-3042664, 11-30=3042884, 11-31=200/1694,1031=20011694 WEBS 415=6N356, 4142-871205, 514x-253/1842, 614=1215/196, 6-12-119/14967-12-11441180,7-11-169&168, 611=77/1518, 610=2658rS14, 2-16=2827250 NOTES (14) 1) Wind: ASCE 7.05; 100rrph; TCDL=42psf; BCDL=5.Opsf, h--256; Cat It; Exp B; enclosed; MWFRS (lowrise) gable end zone and C C Exterior(2) 0.1-12 to 381, Inledor(/) 381 to 1113. Extedor(2)13-13 to 16-7-8, Interior(1) 20.1-13 to 2478, Exterior(2) 31815 to 351-4 zone; cantilever left and dght exposed ;C -C for members and forces & MWFRS for reactions shovm; Lumber DOL=1.33 plate grip DOL -1.33 2) TCLL ASCE 7-05; P9= 50.0 psf (grand snow); Pk38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1, W=50.0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconourre nt w any other live loads. 6) • This truss has been designed for a five load of 20.0psf on the bottom chord in all areas where a rectangle 380 tap by 1-0-0 vide won fit betvceen the bottom chord and any other members, with SCOL-10.Opsf. 7) At bearings are assumed to be SPF Not. 8) Refer to girder(s) for truss to buss connections. 9) Provide metal plate a equivalent at beafts) 9 to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upfift atjo"s) except (jMb)10=230,16=193. 11) This mss is designed in accordance with the 2009 Intonational Residential Code sections R502.11.1 aid R802.102 and referenced standard ANSVTPI 1. 12) "Sem4rigd *hbreaks with &ad heels" Member and faity model vras used in the onaysis and design of (Iris toss. 8-0-11 , 16-7-824-7-8 29-9-8 , 35-3-0 8-0-11 8-6-13 8-0-0 5-2-0 5-5-8 Plate Offsets 341-120-3-4 :0-480-23 LOAD= (pall 38 TTCU..5 SPACING 280 CSI DEFL in Ooc) Well Ud PLATES GRIP (Ground Snow ' plates Increase 1.15 TC 0.79 Vert(LL) -0.351415 X999 240 MT20 197/144 0 100 TCDL 10.0 Lumber Increase 1.15 SC 0.79 Ved(TL) -0.551415 >759 180 BCU- 0,0 ' Rep Stress Unna YES WB 0.89 Hwz(TL) 0.14 10 Na Na RML10 0 Code IRC2009RPI2007 (Mab&) Weight 195 ib FT = 101/6 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Not •ExoepC W10,W3,W8,W2: 2 X 4 SPF Stud BRACING TOPCHORD Struc4aal wood sheathing directly applied or 2-2-0 oc purfms, except end verlisals, and 2-0-0 as pudhs (47-7 max.): 7-9. BOTCHORD Rigid ceifing directly, applied or 10.0-0 oc bracing. WEBS i Row at migx 414, 614, 7-12, 7-11, 8.10, 2-16 JOINTS 1 Brace at Jl(s): 9 REACTIONS OxIstze) 10 2339/Medenicel 16 - 2260/Mechard. Max Hoz 16 294(LC 7) Max Uplift 10 =-230(LC 9) 16--193(LC 8) Mex Gray :1a{rhmA on page 2 2490(LC 16) Max Gray 16 = 2260(LC 1) FORCES (Ib) - Max. CompJMax. Ten. -AU forces 250 (lb) or less except when she . TOPCHORD 1-17=342181, 23=28761331, 318=2868f341, 4-18—Z713560, 419=22591341, 51 9=20 9 5136 4, 520=2095(361, 20.21=2109!348, 21-22--2228x45, 6-22=225Wi36, 6-7=-3248/389,7-23-1694=1, 623=1701201, 9.10=358/78, 1-16-337/105 BOTCHORD 1516=3832305,1526=2852133,2627=2852133, 1427=2652133,1314=2802330,1128=2802330, 2629=-2802330, le -29=2802330,12-30=-3042664, 11-30=3042884, 11-31=200/1694,1031=20011694 WEBS 415=6N356, 4142-871205, 514x-253/1842, 614=1215/196, 6-12-119/14967-12-11441180,7-11-169&168, 611=77/1518, 610=2658rS14, 2-16=2827250 NOTES (14) 1) Wind: ASCE 7.05; 100rrph; TCDL=42psf; BCDL=5.Opsf, h--256; Cat It; Exp B; enclosed; MWFRS (lowrise) gable end zone and C C Exterior(2) 0.1-12 to 381, Inledor(/) 381 to 1113. Extedor(2)13-13 to 16-7-8, Interior(1) 20.1-13 to 2478, Exterior(2) 31815 to 351-4 zone; cantilever left and dght exposed ;C -C for members and forces & MWFRS for reactions shovm; Lumber DOL=1.33 plate grip DOL -1.33 2) TCLL ASCE 7-05; P9= 50.0 psf (grand snow); Pk38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1, W=50.0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconourre nt w any other live loads. 6) • This truss has been designed for a five load of 20.0psf on the bottom chord in all areas where a rectangle 380 tap by 1-0-0 vide won fit betvceen the bottom chord and any other members, with SCOL-10.Opsf. 7) At bearings are assumed to be SPF Not. 8) Refer to girder(s) for truss to buss connections. 9) Provide metal plate a equivalent at beafts) 9 to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upfift atjo"s) except (jMb)10=230,16=193. 11) This mss is designed in accordance with the 2009 Intonational Residential Code sections R502.11.1 aid R802.102 and referenced standard ANSVTPI 1. 12) "Sem4rigd *hbreaks with &ad heels" Member and faity model vras used in the onaysis and design of (Iris toss. Tnus (14) 13) Design assurtres 4x2 (bat odetdetron) puAins at oc spacing indicated, fastened to truss TC wl2-10d nags. 14) All {Hetes 2D Gauge lhdess Noted LOAD CASE(S) Standard 3 T"JSS a 5-0-1 11-2-3 16-7-8 22-1-8 28-6-8 35-3-0 5-0-1 6-2-1 5-5-5 5-6-0 1 6-5-0 6-8-8 5x6 = 5 95 14 24 25 73 12 26 11 27 10 28 9 5x6 = 3x4 4x9 = 1.50 11 4x6 = 5x6 = 5x8 = 8-0-11 LOADING (p31) SPACING 2-0 0 TCLL 38.5 Pym b,�ce 1.15 (Grand Snmv=50.0) Lumber In.115 TCOL 10.0 Rep Stress Ina YES BCDL 10.0 BC0.0 ' Cade IRC200WTP12007 LUMBER TOP CHORD 2 X 4 SPF Not -Except T3: 2 X 4 SPF 2100F 1.8E, T4:2 X 4 OF 2850E 2.3E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Not-Excepr W10,W3,W2: 2 X 4 SPF Shtd, W9: 2 X 4 SPF 1650E 1.5E BRACING TOPCHORD Structural wood sheathing directly applied a 2-2-0 oc purfas, except end vatcals, and 280 oc pudms (5.8-5 n®r.): 641. BOTCHORD Rigid WEBSing directly applied a 10-04 oc bracing. 1 Row at midpt 6-9, 4-13, 6-13, 6-10, 7-9, 2-15 JOINTS 1 Brace at Jt(s): 8 REACTIONS (O/size) 9 23841Mecharripl 15 - 2276I10ledrenical Max Hz 15 289(LC T) Max Uplift 9-296(LC 7) 15-184(LC 8) ontinued on page 2 1 -8 28-0-8 0 6-5-0 CSI OWL in One) Vdefl Ud TC 0.84 V"LL) -0.371314 -"9 240 BC 0.79 Vert(1L) -0.601314 -699 180 WB 0.98 Hmz(7L) 0.13 9 We We (Matrix) Max Uplift 9-296(LC 7) 15 --184(LC 8) Max Grav 9 2739(LC 16) 15 2276(LC 1) FORCES gb) - Max. CompJMax. Ten. - A0 faces 250 (lb) a less except when shown. TOPCHORD 1-16=334/62, 2-3-29031318,3-17=289&328,4-17=-2739r347, 4-18--=/330, 5-1 8=211 51352, 5-19=21 mita, 10-20-22511329, 6-20=-2276=, 6-21=1798202, 7-21=1799202, 6-9=J36I94, 1-15=3321106 BOT CHORD 14-15=-4232325 14-24=3252151, 24.25=3252151, 13-----32&2151:12-13=,1=413,12-26--302r2413, 11-25=3022413,11-27=3032409,10-27=3032409, 10-28--2D111792.9-28--20111792 WEBS 4-14- x.167, 4-13=$74203, 5-13=23411864, 6-13=-14361160, 6-11264, 6-10-=12591168, 7-10=8&7303, 7-9=28421!19, 2-15--2863/237 PLATES ORIP MT20 1971144 Weight.. 198 lb FT=109/6 NOTES (14) OF 1) VVbd: ASCE 7-05; I OOnO; TCDL=42psf; BCDL=5.Opsf, h--25ft; CaL ll; Exp 8; enclosed; MWFRS 00*fise) gable end zone and C -C ExWor(2) 0-1-12 to 341.1. Interior(1) 3-8-1 to 131-3, Exterior(2) 13-1-3 to 16-7-8, Irderior(1) 20-1-13 to 22-141, Exledor(2) 31815 to 35-14 zone; cantilever left and right exposed ;CC for members and forces 8 MWFRS for reactions shown; W mer DOL -1.33 plate grip DOL -1.33 2) TCLU ASCE 7-05; Pg= 50.0 psi (ground snow); Pk38.5 psi (flat roof snow); Cate" II; Exp B; Partially Exp.; (Y=1.1, W=50-0-0 3) Unbalanced snow loads have been considered for tlds design. 4) Provide adequate drainage to prevent water pondmg. 5) This buss has been designed for a 10.0 psi bottom diad five load noncatarrent w any other live loads. 6) - This truss has been designed for a five bad of 20.Opsf on the bottom chord in all areas where a rectangle 38-0 tall by 1-0-0 wide vain fit between the bottom chord and any other members, with BCDL-10.Opsf. 7) All bearings are assumed to be SPF No.2. 8) Refer to girder(s) for buss to truss connections. 9) Provide metal plate of equivalent at bearings) 8 to support reaction shovin. 10) Provide mechanical connection (by others) of truss to bearing plate capable of wi8siendog 1DO Ib uplift at joints) except (jMb) 9=296,15=184. 11) This Cuss is designed in accordance Wth the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSUfYI 1. 12) "Semirigid pitchbreeks with fixed heels' Member end Tooty model was used in the anati-A and design olttts crus. 28522 NOTES (14) 13) Design assumes 42 (flat orientation) palms at oc spacing indicated, fastened to buss TC w12 -10d nails. 14) AR Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Tnas Job Truss Oy Ply 950 GREAT POND RD. N. ANDOVER, MA 28522 T10 �TuasType Special Tniss 1 1 Job Reference 'oral Truss Engineering Corp., Irxlan Orchard, MA 01151 7.250 s Jan 252012 MTek Industries,Inc, Mon No1210 1 ID:G3j2yjl80erxcSD?xd7HDyU9H4Y8dO1TC G7fty"_vOwJAei_g1EDyR:sG2yg I , 5-0-7 , 77-1-3 , 70 7`J -/-iii L/ -3 -if 5-0-1 6-2-1 5-55 3-0-0 7-8-0 7-11-8 5x8 11 5 15 14 22 23 13 72 11 24 10 25 9 5x6 = 3x4 — 4x9 = 4x8 = 5x6 = 5x8 = 1.50 11 8-0-11 18-7-819-7-8 , 27-3-8 35.3-0 M-13 3-0-0 7-8-0 7-11-8 TCLL38.5 SPACING 2-011 CSI DEFL 6 3- 4 Odefl Ltd PLATES (PoP (—G,.--d=5psoOA) Plates lnuease 1.15 TC 0.71 Vert(LL) -0.361}14 >999 240 MT20 1971744 TCDL 10.0 �rmde�e 1.15 BC 0.78 Vert(M) -0.591}74 >716 180 BCLL 0.0 • Rep Stress lncr YES WB 0.90 Herz(TL) 0.13 9 Na Na carni rn n Code IRC200911PI2007 (Matrix) Weight 21511, FT =10% LUM13ER TOP CHORD 2 X 4 SPF 165OF 1.5E •Excepr 1 4: 2 X 6 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF NO2-Except W3,W2: 2 X 4 SPF Stud, W9:2 X 4 SPF 21 OOF 1.8E BRACING TOP CHORD Structural wood shealhmg directly applied 0r 341E oc purfms, except and verticals, and 240 oc pudms (5-7-1 max.): 641. BOT CHORD Rigid ceiling directly applied or 1040 oc bracing. WEBS 1 Row at aidpt 8-9,4-13,6-13,6-10,2-15 2 Rows at 1!J pts 7-9 JOINTS 1 Brace at Jt(s): 8 REACTIONS Qblsize) 9 = 2418/Mechanical 15 2299M1echanical Max Hoz 15 - 286(LC 8) Max Uplift 9 = -366(LC 7) :ontmuetl on page 2 Max Uplift 15 =-173(LC 8) Max Grey 9 = 2955(LC 16) 15 2299(LC 1) FORCES Ob) - Max. ComplMax. Ten. - AD forces 250 (lb) or less except when shown. TOPCHORD 1-116-339182,2-3-2937504, 3-17=282213111,4-17=2774=, 4-1 8=2 31 8131 2, 5-18=2150(335, 5E=22591355, 6-19--1881/232,7-19--18941232,8-9--508/110.1-15=,'M]106 BOTCHORD 14-15=4592350, 14-22=-3602163, 22-23=3602183, 1}23=3602183, 12-13=2922161,11-12=2922161, 11-24=293r2158, 10-24=2932158, 10-25=22911883, 9-25=22911883 WEBS 4-14=65!359, 4-13=-871208, 5-13-26921142,613-11664/163, 6.10=938/139, 7-10=2011139, 7-9=2995(367, 2-15---2890220 NOTES (14) i) Wind: ASCE 7-05; 100niph; TCDL=42psf BCDL=5.Opsf, h-25ft CaL II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C1: Exterior(2) 0-1-12 to 341.1, Inte im(1) 3141 to 13-1-3, Exterim(2)1 3-7-3 to 16-7-8, Interior(1)19-7.8 to 31615 zorre; cantiever lett and right exposed ;GC for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL -1.33 2) TCLL: ASCE 7-05; Pg=• 50.0 Pat (ground snow); PF -38.5 lost (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1, Lu --O" 3) Unbalanced Brow, bads have been considered for this design. 4) Provide adexpmte drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord five bad nonce ncu rent vvM any other Ove loads. 6) - This buss has been designed for a five bad of 20.Opsf on (he bottom chord in all areas where a rectangle 3E-0 tall by 140 wide will M between the bottom chord and any other mernbors, with BCDL-10.0psf. 7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for buss to truss connections. 9) Provide acetal plate or equivalent at bearing(s) 8 to support reaction shown. 10) Provide mechanical connection (by others) of buss to bearing plate capable of witlstanding 100 m gift atphhd(s) except @Ab) 9=366,15=173. 11) This moss is designed In accordance wi0r the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIRPI 1. 12)'Semi-rigid pits treats with fixed heels Member end Tait' model was used in the analysis and design of this truss. Truss 13) Design assumes tYt (flat orientation) patios at oc spacing indicated, fastened to truss TC w12 -10d nails. 14) All Plates 20 Gauge Urdess Noted LOAD CASE(S) Standard 28522 TnISS 19-1-8 17-1-8 1 1 1 5-0-1 11-23 16.18 1f1 T$ 246-13 30�-15 353-0 5-0-1 6-2-1 411 5 0 2-0-0 5 5 5 6-2-1 46-1 ) 8x12 VHS 6x6 = 5 67 8 g21 o23 4x4 ��0243x6 i25 8.00 12 4x6 26 4x8 10 27 3jZ 3x611 11 tt 1 209H LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Not -ExcepC W3,WI 1,Wz,W12: 2 X 4 SPF Said BRACING TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc prolins (5-2-8 max.): 56. BOTCHORD Rigid calling directly applied a 1080 oc bracing. WEBS 1 Row at nddpt 4-16,9.14,2-18,10-12,8-16 REACTIONS ph%ize) 'a0 22391Mechanbel 12 225240lechanical Max Horz 18 = 318(LC 7) Max UpI R 18-209(LC 8) 12 =-209(LC 9) Max Gmv 18 2239(LC 1) 12 2684(LC 19) Dorntinued on page 2 Max Gray 18 2239(LC 1) 12 = 2684(LC 19) FORCES (Ib) - Max. CompJMax. Ten. - All torus 250 (b) or less except when shavm. TOPCHORD 1-19-342/75, 23=28261363, 32(k-2713/570, 20.21=2S601575, 4-21-2611/389,4-22---454/387,5-22-21111407, 57=17151409, 73=1771/384, 8-23=2204/404, 2324=2434/582, 9-24=58 24981, 9-25=3079/388, 2526=-3167873, 10-26-3437871,11-28=-28386, 1-18=331/101,11-12=282186 BOTCHORD 17-18=2542276, 17-29=1572108, 2930=1572108, 1630=1572108,163"7/11129,1531=37/1829, 14-15-37/1829,1432-1472472, 3233=1472472, 1333=1472472,12-13=2322755 WEBS 4-17=51883, 416=M5/184, &14704/1208, 9-14=1141/197, 9-13=50/451, 2-18=2781297,10-12=-3507296, 8-16--463/390, 516=1041915 NOTES (14) i) Wind: ASCE 7-05; 100mph; TCDL=42psf, BCDL=5.Opst h=25$ Cat II; Exp B; mdosed; MWFRS 0ow4ise) gable end zone and CC Exterior(2) 0-1-12 to 38-1. Intedor(1) 38-1 to 1313, Extenior(2)1313 to 22-7-13, tneria(1) 22-7-13 to 316-15 zone; cantilever left and right exposed ;CC for members and faces 8 MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; PT= 50.0 psf (ground snow); Pk38.5 pet (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50 0 3) Unbalanced crow bads have been considered for the design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless oft erwise indicated, 6) This truss has been designed for a 10.0 psf bottom chord We load narconcurrem with any other Me loads. 7)' This buss has been designed for a live load of 20.Opsf on the bottom chord In an areas where a rectangle 38-0 tall by 1-0-0 wide will fit between the bottom chord and any other mendtens, with BCDL = I O.Opsf. 8) All bearings am assumed to be SPF No.2 . 9) Refer to gbder(s) for truss to buss cmnectims. 10) Provide mechanical connection (by athero) of truss to bearing plate capable of withstanding 100 th tOft atjoint(s) except (Mb)18=209, 12--209. 11) This tress is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/rpt 1. 12) "Semi-rigid pitdibrcalor with fixed heels" Member end folly model was used in the analysis and design of this truss. 18 17 29 30 16 1531 14 32 33 13 12 5x6 = 3x4 19-1-8 3x4_ 5x6 = 34#-T,8 4x6 = 85-11 16-1.8 1Q 7$ 27-85 , 353-0 i 8 6.11 75-13 0 2-0-0 86.13 76.11 0.6-0 Pete Offsets, (XY): [6:081.0-2-0) f8:412 Edge) LOADING 38.5 SPACING 2-0-0 CS1 DEFL in (Ice) Well Ud PLATES GRIP (Ground sr o .0) Plates lnaease 1.15 TC 0.87 Vert(LL) -0.37 13-14 >999 240 MT20 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.83 Vert(TL) F -0.591314 -706 180 M18SHS 197/144 BCLL 0.0 ' Rep Stress I— YES WB 0.97 Haz(TL) 0.13 12 Na Na BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight 196Ib FT =10% LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Not -ExcepC W3,WI 1,Wz,W12: 2 X 4 SPF Said BRACING TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc prolins (5-2-8 max.): 56. BOTCHORD Rigid calling directly applied a 1080 oc bracing. WEBS 1 Row at nddpt 4-16,9.14,2-18,10-12,8-16 REACTIONS ph%ize) 'a0 22391Mechanbel 12 225240lechanical Max Horz 18 = 318(LC 7) Max UpI R 18-209(LC 8) 12 =-209(LC 9) Max Gmv 18 2239(LC 1) 12 2684(LC 19) Dorntinued on page 2 Max Gray 18 2239(LC 1) 12 = 2684(LC 19) FORCES (Ib) - Max. CompJMax. Ten. - All torus 250 (b) or less except when shavm. TOPCHORD 1-19-342/75, 23=28261363, 32(k-2713/570, 20.21=2S601575, 4-21-2611/389,4-22---454/387,5-22-21111407, 57=17151409, 73=1771/384, 8-23=2204/404, 2324=2434/582, 9-24=58 24981, 9-25=3079/388, 2526=-3167873, 10-26-3437871,11-28=-28386, 1-18=331/101,11-12=282186 BOTCHORD 17-18=2542276, 17-29=1572108, 2930=1572108, 1630=1572108,163"7/11129,1531=37/1829, 14-15-37/1829,1432-1472472, 3233=1472472, 1333=1472472,12-13=2322755 WEBS 4-17=51883, 416=M5/184, &14704/1208, 9-14=1141/197, 9-13=50/451, 2-18=2781297,10-12=-3507296, 8-16--463/390, 516=1041915 NOTES (14) i) Wind: ASCE 7-05; 100mph; TCDL=42psf, BCDL=5.Opst h=25$ Cat II; Exp B; mdosed; MWFRS 0ow4ise) gable end zone and CC Exterior(2) 0-1-12 to 38-1. Intedor(1) 38-1 to 1313, Extenior(2)1313 to 22-7-13, tneria(1) 22-7-13 to 316-15 zone; cantilever left and right exposed ;CC for members and faces 8 MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; PT= 50.0 psf (ground snow); Pk38.5 pet (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50 0 3) Unbalanced crow bads have been considered for the design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless oft erwise indicated, 6) This truss has been designed for a 10.0 psf bottom chord We load narconcurrem with any other Me loads. 7)' This buss has been designed for a live load of 20.Opsf on the bottom chord In an areas where a rectangle 38-0 tall by 1-0-0 wide will fit between the bottom chord and any other mendtens, with BCDL = I O.Opsf. 8) All bearings am assumed to be SPF No.2 . 9) Refer to gbder(s) for truss to buss cmnectims. 10) Provide mechanical connection (by athero) of truss to bearing plate capable of withstanding 100 th tOft atjoint(s) except (Mb)18=209, 12--209. 11) This tress is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/rpt 1. 12) "Semi-rigid pitdibrcalor with fixed heels" Member end folly model was used in the analysis and design of this truss. T11 ISpecial Tnm NOTES (14) 13) Design assumes 4X2 (flat orienm0on) purlins at w spacing intimated, fastened to truss TC w12 -10d nails. 14) All plates 20 Gauge Unless Noted LOAD CASE(S) Standard TnIs6 ,-1-6-0, 6-6-0 1 13-" 14-6-0, 1-6-0' 6-6-0 6-6-0 1-6-0 11 4x4 = 5 19 16 15 14 13 12 11 10 2x4 11 2x4 11 13-" I� TOLL NO (Ps0 36.5 SPACING 240-0 CSI DEFL 'n Doc) Vdefl Ud PLATES DRIP (Ground StrovF50.0) Rates Increase 1.15 TC 027 Vert(LL) -0.04 9 n0 120 M720 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.05 9 nn 90 BOLL 0.0 • Rep Stress Ina YES WB 020 Horzn) 0.00 10 n/a rda BCDL 10.0 Code IRC2009fM2007 (Matrix) Weight 64 m FT -100A LUMBER TOP CHORD 2 X 4 SPF Not BOT CHORD 2 X 4 SPF NO2 WEBS 2 X4 SPF Stud OTHERS 2 X 4 SPF Stud BRACING TOPCHORD Structural wood sheathing dredly applied or 650 oc purlins, except end verticals. BOTCHORD Rigid calling direly applied a 6-0-0 oc bracing. REACTIONS Ali bearings 13-0-0. (Ib) - Max Hoa 16=158(LC 6) Max Uplift All uplift too lb a less atjoim(s)16,10,14, 12 except 15-131 (LC 8), 11 —126(LC 9) Max Gray Al reactions 250 to or less at joings)16, 11 except 16=314(LC 2),10=314(LC 3), 13=374(LC 1),14=342(LC 2), 12-342(LC 3) FORCES Ob) - Max. CompJMax. Ten. - AD forces 250 (lb) a less except vRsn shown. TOP CHORD 2-16-2851136,8-10=211&136 TOPCHORD 2-16-28&136,8-10=285/136 WEBS 4-14=263199, 6-12=263/99 NOTES (16) i)1Mnd: ASCE 7-05; 100mph; TCDL=4.2pst BCDL=5.0psi; l�Zf ; Cat II; Exp B; enclosed; MWFRS Vo wise) gable end zone and C -C Comer(3) -150 to 150, Exteniw(2)150 to 3b-0, Comer(3) 3." to 650, Extuia(2) 98-0 b 1150 taro; cantilever left and right exposed ;GC for members and faces 6 MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind bads in the plane of the truss arty. For studs exposed to wird (normal to the face), see Standard Industry Gable End Details w applicable, a oorsuft qualified bulldog designer as per ANSVfPI 1. 3) TOLL: ASCE 7-05; Pg= 50.0 psi (ground snovg; Pf=38.5 psi (flat roof snow); Category It; Exp B; Partially Exp.; 01=1.1 4) Unbalanced Brow loads have been considered for this design. 5) This truss has been designed for greater of min roof five bad of 16.0 Pat or 1.00 times flat roof load of 38.5 Pat on overhangs non-concunem vim other five bads. 6) All plates are 1.5x4 MT20 unless omery i e indicated. 7) Gable requires continues bottom chord bearing. 8) Truss to be fully sheathed from one face a securely braced against lateral movement (.e. dagonal web). 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord rive bad ronamouneM with any other rive bads. 11) `This truss has been designed for a me bad of 20.Opsf on the bottom chord in all areas where a rectangle 350 tell 5 ll by 10 wide will fit between the bottom chord and achy other members, with BCDL - I O.Opsf. 12) All bearings are assumed to be SPF No.2 . 13) Provide mechanical connection (by others) of truss to bearing plate capable of vithslanding 100 to upfift atjoint(s)16,10,14, 12 except Qt=16) 15=131, 11.126. 14) This mss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI?R 1. 15) "Senkigid pitchbrealm with fired heels" Member end fixity model was used In the analysis and design of Otis mss. 16) AO Plates 20 Gauge Unless Noted LOAD CASE(S) Standard GE w 4 0 11-1-11 , 11-1-11 3x4 -i 11 10 9 a 7 11-1-11 LOADING (psQ TCLL 38.5 SPACING 24D0 CSI DFFI- m (lac) Odea tld PLATES GLOP (Cxwnd9ww=500) Lumber haxeeae 1.75 TC 0.75 Vert(LL) Na - Na 999 MT20 1971144 TCDL 10.0 Lumber Increase 7.15 Be 0.05 Ved(TL) Na - Ne 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.32 Hw^) 0.00 Na Na RMI inn Code IRC2009TP12007 (Maty&) Weight 59 lb FT=10-A LUMBER TOP CHORD 2 X 4 SPF Not BOT CHORD 2 X 4 SPF No2 WEBS 2 X 4 SPF NO2 OTHERS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, except rid verscak. BOTCHORD Rigid ceiling directly applied a 10-0-0 oc bracing. WEBS 1 Row at rddpt 6-7 REACTIONS Ati bearings 17-1-11. (I)) - Max Hocz 1=289(LC 8) Max Uplift All upaft 10011b, or less atjohd(s) 7, 8, 9,10 except 11=132(1.0 8) Max Grav A8 reactions 2501b a less Ed Ont(s)1, 7, 10 except 8=422(LC 2), 9=345(LC 417=329(LC 2) FORCES Qb) - Max. ComplMax. Ten. - AO faces 250 (lb) a less except when sham. TOPCHORD 1-2-3741101, 2J-264148 TOPCHORD 1-2-3741101,2-3-2W48 WEBS 5-0-2W120,2-11-27060 NOTES (12) i) Wnd: ASCE 7-05; 100no; TCDL=4.2pst, SCDL=5.Opst h=15t Cat II; Exp B; endosed; MIWFRS (low-rise) gable end zone and CC Exterior(2) 04-13 m 3-1-11i, Interior(1) 3-1-11 to 641, Ertedor(2) 6-9.1 to 10-11-15 zone; cmd8evm left end right exposed ;C -C for members and tortes 8 MWFRS for reactions sham; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pg= 50.0 Pat (ground snow); Pf=38.5 psf (gal roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for ads design. 4) A8 plays we 1.5x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) This tons has been designed for a 10.0 psi bottom chord five load nouconc rtentwOh any other five loads. 7)' This truss has been designed for a We load of 20.Opsf on the bottom droll in ell meas where a redarngle 3{r0 tall by 1-04) wide will ft between the bosom chord and my other members, with BCDL = I O.Opsf. 8) Ati bearings are assumed to be SPF No.2 . 9) Provide mechanical connection (by others) oftnns to bearing plate capable of withstanding 100 th uplift atjoint(s) 7, 8, 9,10 except (,Y4b) I I=132. 10) This buss is designed in aaadance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced slandaM ANSI/M 1. 11) "Senurigid pitchbreeks with fated heels" Member and fodty model was used in the analysis and design of this truss. 12) All Plates 20 Gauge Urdess Noted LOAD CASE(S) Standard V2 10-6-8 11-6 3 10-6-8 0- 1- 1 4x4 = 1.5x4 11 3 4 7 6 5 1.5x4 11 1.5x4 11 1.5x4 11 BRACING TOPCHORD 11-6-3 1 11-6-3 LOADING (Pst) TCLL 38.5 BOTCHORD SPACING 250 CSI DEFL In Well (Ground SnorF REACTIONS (m/size) Plates Increase 1.15 TC 0.58 Vert(LL) Na) 999 TCDL 100) 10.0 6 lumber Inhcrease 1.15 BC 022 Vert(TL) Na - Na 999 BCLL • Rep Stress Ina YES WB 025 Hofz(TL) -0.00 5 Na Na BCDL 10.0 5 Code IRC2009frP12D07 (Mafix) -46(LC 9) LUMBER TOP CHORD 2 X 4 SPF Not -245(LC 8) Max Grey BOT CHORD 2 X 4 SPF No2 221(LC 2) Max Gray WEBS 2 X 4 SPF Stud 6 528(LC 1) OTHERS 2 X 4 SPF Not •Except STI: 2 X 4 SPF SbW 7 = 830(LC 1) BRACING TOPCHORD Structural wood sheathing directly applied a 650 oc purlins, except end verOcals. BOTCHORD Rigid oe8mg direay applied a 104-0 oc bracing. WESS 1 Row at rnidpt 36 REACTIONS (m/size) 1 221/1153 (mbh.0-25) 5 -9611153 (rr in. 0-2-5) 6 5281113 (min' 0-25) 7 830111553 (mtrh. 625) Max Hom 1 = 260(LC 8) Max Uplift 5 -118(LC 2) 6 -46(LC 9) 7 -245(LC 8) Max Grey 1 221(LC 2) FORCES (lb) - Max. ComPJM=. Ten. - Ali forces 250 (0)) a Mss except when shown TOPCHORD 1-8=286152,2-8=-264/198 WEBS 2-7=-614/317 NOTES (11) 1) Wmd: ASCE 7-05; 1OOmph; TCDL42psf, BCDL=5.Opsf; h=2511; CaL Il; Exp B; enclosed; MWFRS Oowaise) gable end zoite and C -C Exledor(2) O-4-13 to 3-4-13, Inteda(1) 3*13 to 758, Extertor(2) 758 to 10641 zone; cantifa ea left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL -1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pg- 50.0 psf (ground snow); Pf=38.5 psi (tlet roof sraw); Category II; Exp B; Partially Exp.; Cl -1.1 3) Unbalanced snow bads have been considered fa this design. 4) Gable requires continuous bottom diad beanbg. 5) This truss has been designed for a 10.0 psi bottom chord five load natcmomrent with any other Meloads. 6) • This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 350 MO by 1-0-0 wide will ft between the bottom chord and any aha mer bas, with BCDL =10.Opsf. PLATES GRIP MT20 1971144 Weight 52 Ot FT=101/6 7) All hearings are assumed W be SPF No.2. 8) Provide mechanical connection (by others) of bras to bearing plate capable of Wthstanding 100 m uplift atjoim(s) 6 except Wb) 5=118, 7=245. 9) This truss is designed M accordance v t the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 10)'Serr"gid ptdhbreaks vdh fixed heels" Member end raity model was used in the analysis and design of this buss. 11) All Plates 20 Gauge Unless Noted LOAD CASES) Standard GABLE LOADING(psf) SPACING 2-0-0 TCLL 38.5 (Ground Snmw50.0)Lumber Plates Increase 1.15 TCDL 10.0 Increase 1.15 BCLL 0.0 ' Rep Stress Incr VES BCOL 10.0 Code IRC2009frPr2007 LUMBER TOP CHORD 2 X 4 SPF Not BOT CHORD 2 X 4 SPF No2 WEBS 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing diredly, applied or 6-0-0 o purims, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. REACTIONS (misize) 1 = 117/9-11-0 (min.0-1-15) 5 -949-11-0 (mm.0-1-15) 6 = 5395-11-0 (min.0-1-15) , 76915-11-0 (min.0-1.15) Max Horz 1 224(LC 8) Max Uplift 1 = -7(LC 6) 5-116(LC 2) 6 = 43(LC 9) 7 =-230(LC 8) Max Grev 1 159(LC 9) 6 539(LC 1) T 0 1 8-11-5 $11,0 8-11.5 0-11-11 4x4 = 1.5x4 11 3 4 2x4 ii 7 10 6 5 1.5x4 11 1.50 11 1.5x4 11 9-11-0 CSI DEFL in goc) Vdeff Ud TC 0.46 Ven(LL) Na - No 999 BC 021 Ved(TW Na - Na 999 WB 025 Hmz(TL) 0.00 Na Na (Matrix) Max Grav 7 = 691(LC 1) FORCES Ob) - Max. CwMJM=. Ten. - AD forces 250 (lb) or less except when shown. TOPCHORD 141—M120, 2-8=2511153 WEBS 2-7-530289 NOTES (11) 1) Wind; ASCE 7-05; t00mph; TCDL=42psf, BCDL=5.Opsf, Iw25ft CaL II; Exp B; enclosed; MWFRS (Imvdse) gable end zone and C -C Ex0.rior(2) 04-13 to 33.13, Interior(1) 3-4-13 to 5-11-5, Exterior(2) 5-115 to 8-11-5 zone; cantilever left and right exposed ;C -C far members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL -1.33 2) TCLL; ASCE 7-05; Pg= 50.0 psf (ground snow); PI -38.5 pat (Oat roof snow); Category II; Exp B; Partially Exp.; Ct--1.1 3) Unbalanced snow loads hove been considered for this design. 4) Gable requires continues bottom chord bearing. 5) This firs hes been designed for a 10.0 pat bottom chord five bad nonconamerd with any other five loads. 6)' This toss has been designed for a We load of 20.Opsf on the bottom chord in an areas where a rectangle 36-0 tall by 14)0 wide will fit between the bottom chard and any other mertibers, with BCDL =10.Opsf. 7) AD bearings are assumed to be SPF Not . PLATES GRIP lima 1971144 Weight 44 lb FT =10% 8) Provide mechanical connection (by others, of truss to hearing plate capable of withstanding 100 m uplift at)oim(s)1, 6 except (Mb) 5=116, 7=230. 9) This truss Is designed in accordance with the 2W9 International Residential Code section R502.11.1 and R802.102 and referenced standard ANSVfPI 1. 10)'Sen*44d phdhbreals with fled heels' Member and holy model was used In the analysis and design of this truss. 11) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard S 7-4-1 $-3-V. 7-4-1 0111- 2x4 7 11 6 5 1.5x4 II 1.5X4 II 1.5x4 11 8-3-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (oc) Well Ud PLATES GRIP TCLL 39.5 plates Increase 115 - TC 0.48 VerKU) Na - Na 999 MT20 1971144 (Groundn.6) Lumber Increase 1.15 BC 0.18 Vert(TL) Na - Na 999 TCDL 10.0 Rep Stress Ina YES NB 0.17 BCLL 0.0 ' Code IRC2009/TP12007 (Matrix) Hoa(TL) 0.00 Na Na Weight 35 b FT =10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF NO2 BOT CHORD 2 X 4 SPF W2 WEBS 2 X 4 SPF Sud OTHERS 2 X4 SPF Stud BRACING TOPCHORD Structural wood sheathing direly applied a 6-" oc purlins, except and verticals. BOT CHORD Rigid calling directly applied or 10-" oc bracing. REACTIONS (lb/size) 1 = J2B-313 (min. 0-1-9) 5 ZM-313 (min. 9-1-9) 6478/&113 (min. 0-") 7 - 6121&113 (min. 0-1-9) Max Hors 1 = 189(LC 8) Max Uplift 1 = -33(LC 6) 5 -78(LC 2) 6 10(LC 9) 7 --240(LC 8) Max Grav 1 179(LC 9) 6 478(LC 1) Max Grav 7 = 612(LC 1) FORCES (Ib) - Max. CompJMax. Ten. -A9 forces 260 (m) a less except vAren shown TOPCHORD 1-2=265/136 2-7t-501294 NOTES (11) 1) Wind: ASCE 7-05; 100mph; TCDL42Psf, BCDL=5.Opst, h -25R, CaL II; Exp B; enclosed; MWFRS (low ) gable end zone and C -C Extedor(2) 04-13 to 31-13, Interior(1) &413 to 44-1, Exterior(2) 44-1 to 74-1 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; W mber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); PI -311.5 psf (flat roof crow); Category 11; ExP B; Partially Exp.; CM .1 3) Unbalanced snow bads have been considered for Out design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bo0an chord We bad nomenanent with any other five loads. 6)' This Muss has been designed for a Me bad of 20.Opsf on the bottom chord in all areas where a rectangle 3.&0 tag by 1-0.0 wide will lit behvem Ore bottom chord and any other members. with BCDL=10.Opsf. 7) All bearings are assumed to be SPF Not, 8) Provide neanical connection (by others) of buss to hearing plate capable of Withstanding 100 b uplift at jam(s)1, 5, 6 except aMb) 7-240. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and 8902.102 and referenced standard ANSI/TPI 1. 10) "Semimdgid pitchbreab with fixed heels" Member and ftriy model was used in the analysis and design of this tures. 11) Aft Plates 20 Gauge Unless Noted LOAD CASE(S) Standard LOADING (psl) SPACING 2-0-0 TCLL 38.5 Plates Ino we 1.15 TCDD(Ground 3novF5 6*0 Lumber Increase 1.15 TCDL 10.0 Rep Stress trhcr YES 5C 0.0 ' Code IRC2009RPI2007 LUMBER TOP CHORD 2 X4 SPF Not BOT CHORD 2 X 4 SPF No2 WEBS 2 X4 SPF Stud OTHERS 2 X 4 SPF Stud BRACING TOPCHORD Structural wood sheathing directly applied a 6-0-0 oc purfits, except end verticals. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS posize) 1 301/6-8-10 (min. 0-1-8) 4 -26168-10 (min -0-1-8) 5 447/6-8-10 (min.61.8) Max Horz 1 151(LC 8) Merz llldift 1 = -0(LC 9) 4 =-124(LC 4) 5 = -61(LC 8) FORCES Ob) - Max. ComplMax. Ten. - An forces 250 (lb) or fess except when shown. WEBS 2-5=2991141 I I 1 5-8-14 i -8-1q 5-844 -11-1 4x4 = 1.5x4 11 2 3 2x4 G 5 4 1.5X4 II 1.5x4 II 6-8-10 CSI DEFL in (loc) Well Ud TC 0.79 Ved(LL) Na - Na 999 BC 021 Veri(TL) rya - rya 999 WB 0.13 H-zm) 0.00 n1a Na (Matra) NOTES (11) 1) Wind: ASCE 7-05; ION"; TCDL=42psh BCDL=5.Opsf, h=25R Cat. II; Exp B; -dosed; MWFRS powriw) gable end zone and C -C Exterior(2) zone; cantilever left and rigid exposed ;GC for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL -1.33 2) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); PI=38.5 psi(Ilat roof snow); Category 11; Exp B; Partially Exp.; Ct-1.1 3) Unbalanced snow bads have been considered for this design. 4) Gable requires oontinuws bottom dwd bearing. 5) This truss has been designed for a 10.0 psi bottom chard live load nonconcurremwith arty other five loads. 6)' This truss has been designed for a We load of 20.Opsf an the bottom chord In all areas where a rectangle 3&0 tag by 14-0 wide w01 fd between the bottom dund and any other members. 7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) oftnas to bearing plate capable of wilhstand'mg lDD b uptiR atjdrd(s)1, 5 except ") 4=124. 9) This truss is designed at accordance with the 20091ntemational Residential Code sectimts R502.11.1 and R802.102 and referenced standard ANsnpi 1. 10) "Sen"gid pftchbreaFs with load heels" Member and lordly model was used in the analysis and design of this buss. 11) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard PLATES GRIP MT20 1971144 Weight 261b FT -10-A LOADING(psf) SPACING 2-00 TCLL 38.5 pales increase 1.15 (Ground Snow=50.0) Lumber Increase 1.15 TCDL 10.0 Rep StreIncr YES BCLL 0.0 ss ' Cote IRC2009rM2007 BCOL 10.0 LUMBER TOP CHORD 2 X4 SPF No2 BOT CHORD 2 X 4 SPF No2 WEBS 2 X 4 SPF Stud BRACING TOPCHORD Structural wood sheathing drecty applied or 5-18 oc punfins, except and verticals. BOTCHORD Rigid celing dewily applied a 100-0 oc bmdng. REACTIONS (Ibfisize) 1 = 267/5-18 (min. 0-1.8) 4 267/5-18 (min. 0-18) Max Horz 1 92(LC 8) Max Up ft 1 -21(LC 8) 4 = -70(LC 8) FORCES tib) - Max. CompJMax. Ten. -M forces 250 (b) a less except when shown TnISs 11 1 1 41-11 11 5-1-6 41-110-11-11� 3X4 = 2 4X4 // 43X4 11 5-1-6 CSA DEFL in goc) Udell L/d TC 0.45 Vert(U-) Na - We 999 BC 020 Vert(TL) Na - Na 9% WB 0.00 Horz(TL) 0.00 4 Na Na (Matrix) NOTES (11) 1) Wind: ASCE 7-05; 100rtph; TCDL42psf. BCDL-5.0psf; WWI; Cat II; Exp B; LOAD CASE(S) enclosed; MWFRS (lowfise) automatic zone and C -C Exer"2) zone; can8ever left Standard and right exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 785; Pg- 50.0 psf (ground snovq; Pt --38.5 psi (Bat roof snow); Category II; Exp S; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for tMs design. 4) Gable requires continuous bottom chord bearing. 5) This buss has been designed fur a 10.0 pat bottom drord live load nonconcurrent Wth any other five loads. 6)' This truss has been designed for a We load of 20.Opsf on the bottom chord in an areas where a rectange 388 tell by 140 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SPF No.2. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at)mngs)1, 4. 9) This toss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 10) "Serra -rigid pitdhbreele with tread (heels" Member end %* model was used in the analysis and design of this truss. 11) AD Plates 20 Gauge thdess Noted PLATES GRIP MT20 197/144 Weight 161b FT -1 VA z 0 LOADING (psi) SPACING 24)-0 TCLL 38.5 Plates Increase 1.15 (Ground %n 50.0) Lumber Increase 1.15 TCDL 10.0 Rep Stress Ina YES BCLL 0.0 • Code IRC2009rrPI2007 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF W2 WEBS 2 X 4 SPF So -d BRACING TOPCHORD StrucUW wood sheathing directly applied or 363 oc puKns, except and verticals. BOTCHORD Rigid oehFng directly applied or 10-0-0 oc bracing. REACTIONS Qbrslza) i = 174/363 (min. 0.1-8) 4 174r363 (min. 0-13) Max Horz 1 4S(LC 7) Max Upritt 1 -22(LC 8) 4 = 37(LC 8) FORCES Qb) - Mex. CompJMax. Ten. - AO forces 250 (Ib) w less except when shown Truss 1 2-6-8 3-6-3 24-8 0-11-11 23x4 = 4 2x4 i, 20 11 174N-ZW 3-6-3 174N -M 3-6-3 CSI OEFL in (loc) Wall Ud TC 0.12 Vert(LL) ora - ora 999 BC 0.08 Vert(M) nla - nra 999 WB 0.00 Horz(TL) 0.00 4 nla Na (Matrix) 1 1) Wind: ASCE 7-05; 100no; TCDLW 2psf, BCDL=5.0pst b-25ft; Cat Il; Exp B; C Standard y`t"r enclosed; MWFRS Qow-rise) automatic zone and CExterior(2) zone; cantilever left and right exposed ;CC for members and forces & MWFRS for reactions shown; Lumber DOL -1.33 plate grip DOL -1.33 2) TCLL ASCE 7-05; Pg= 50.0 psf (grmmd snow); Pf=38.5 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbahmoed snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord We load nonconourrentwith any other five bads. 6) • This buss has been designed for a five load of 20.0psf on the bottom droll in a0 areas where a rectangle I" tall by 1-0-0 ride Will fit belweeh the bottom chord and any other members. 7) All bearings are assumed to be SPF No2 . 8) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 10D lb uplift at jdnl(s)1, 4. 9) This toss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802-102 and referenced standard ANSI/M 1. 10) "SemFdgid phchhreaks with fixed hells• Member and fogy modal was used in the analysis and design of tris buss. 11) All Plates 20 Gauge Mass Noted PLATES GRIP MT20 1971144 Weight 10 lb FT =101/6 4 0 Truss 4.7-11 1 6-51 11-0-15 4-7-11 1-9-10 1 4-7-11 44 = 4x4 2 8 9 3 6 5 3x4 ii 1.5x4 11 1.5x4 11 3x4 � LUMBER TOP CHORD 2 X4 SPF No2 SOT CHORD 2 X 4 SPF NO2 WEBS 2 X4 SPF Surd OTHERS 2 X 4 SPF Slut BRACING TOP CHORD Structural mod sheathing directly applied a 2-2-0 oc puffins, except 2-M - purlins (6-" max.): 23. BOTCHORD Rigid ceiling directly applied or 10." co bracing. REACTIONS AD bearings 11-0-15. (lb) - Max Horz 1.102(LC 7) Max Uplift All uplift 100 th or less at)okd(s)1, 4, 6, 5 Max Grav Ali reactions 250 lb or less at joint(s) except 1=471(LC 17), 4=471 (LC 17), 6=406(LC 17), 5--406(LC 17) FORCES lib) - Max. ComplMax. Ten. -AB faces 250 (lb) a less except when shown. TOPCHORD 1-7=21.0611,4-10—M41 WEBS 2 -6 -,UMI, 3-5=44270 WEBS 24I=-342(91.35=-UZ70 NOTES (13) 1) VYmd: ASCE 7-05; 100mph; TCDL=42psf, BCDL-5.Opsf, h=25R, Cat. II; Exp B; enclosed; MWFRS powafse) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and town & MVVFRS for reactions shown; Lumber DOL=1.33 plate grip DOL -1.33 2) TCLL: ASCE 7-05; Pg= 50.0 pal (ground snov); P1-38,5 list (W roof snow); Category II; Exp B; Parlially Exp.; Ct-1.1, Wd0A-0 3) Unbalanced arrow loads have been considered for this design. 4) Provide adeWate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed fix a 10.0 psf bottom chord We load noncaharnentwith any other five bads. 7)' This buss has been designed for a five load of 20.01'sf on the bottom chord in a0 areas where a rectangle 360 tall by 1-0-0 wide will ft between the bottom chord and any other members. 8) All bearings are assumed to be SPF No.2. 9) Provide mechanical connection pry others) of toss to bearing plate capable of vritlstandmg 100 Ib uprd atjomt(s)1, 4, 6, 5. 10) This toss is designed in accordance with the 2009 International Residernial Code sections R502.11.1 and R802.102 and referenced standard ANSLTPI 1. 11)-SeffkW pitchbreaks with feed heels' Member end Italy model vias used in the analysis and design of Oris truss. 12) Design assumes 42 (flat orientation) purfais at ac spacing indicated, fastened to truss TC wf 2-10d rasls. 13) AN Plates 20 Gauge Unless Noted LOAD CASES) Standard 6-5.4 6-5.4 11-0-15 4-7-11 Male Offsets 0-2-0 0.1-13 :0-2-0 0-1-13 LOADING (psf) TCLL 38.5 215 DEFL is Qoc) gdeffrda PLATM720 GRIP (Ground Snow=50.0) PlatesPIncrease TC 087 FVeq'f j 99 1971144 TCDL 10.0 Lumberintrease 1.15 BC 0.14 Na - Na 9990 BCLL 0.0 ' Rep Stress Ina YES WB 0.11 Hai(TL) 0.00 4 Na Na RML 1000 Code IRC2009fTPI2007 (Matrix) Weight: 3S Ib FT =10°,6 LUMBER TOP CHORD 2 X4 SPF No2 SOT CHORD 2 X 4 SPF NO2 WEBS 2 X4 SPF Surd OTHERS 2 X 4 SPF Slut BRACING TOP CHORD Structural mod sheathing directly applied a 2-2-0 oc puffins, except 2-M - purlins (6-" max.): 23. BOTCHORD Rigid ceiling directly applied or 10." co bracing. REACTIONS AD bearings 11-0-15. (lb) - Max Horz 1.102(LC 7) Max Uplift All uplift 100 th or less at)okd(s)1, 4, 6, 5 Max Grav Ali reactions 250 lb or less at joint(s) except 1=471(LC 17), 4=471 (LC 17), 6=406(LC 17), 5--406(LC 17) FORCES lib) - Max. ComplMax. Ten. -AB faces 250 (lb) a less except when shown. TOPCHORD 1-7=21.0611,4-10—M41 WEBS 2 -6 -,UMI, 3-5=44270 WEBS 24I=-342(91.35=-UZ70 NOTES (13) 1) VYmd: ASCE 7-05; 100mph; TCDL=42psf, BCDL-5.Opsf, h=25R, Cat. II; Exp B; enclosed; MWFRS powafse) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and town & MVVFRS for reactions shown; Lumber DOL=1.33 plate grip DOL -1.33 2) TCLL: ASCE 7-05; Pg= 50.0 pal (ground snov); P1-38,5 list (W roof snow); Category II; Exp B; Parlially Exp.; Ct-1.1, Wd0A-0 3) Unbalanced arrow loads have been considered for this design. 4) Provide adeWate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed fix a 10.0 psf bottom chord We load noncaharnentwith any other five bads. 7)' This buss has been designed for a five load of 20.01'sf on the bottom chord in a0 areas where a rectangle 360 tall by 1-0-0 wide will ft between the bottom chord and any other members. 8) All bearings are assumed to be SPF No.2. 9) Provide mechanical connection pry others) of toss to bearing plate capable of vritlstandmg 100 Ib uprd atjomt(s)1, 4, 6, 5. 10) This toss is designed in accordance with the 2009 International Residernial Code sections R502.11.1 and R802.102 and referenced standard ANSLTPI 1. 11)-SeffkW pitchbreaks with feed heels' Member end Italy model vias used in the analysis and design of Oris truss. 12) Design assumes 42 (flat orientation) purfais at ac spacing indicated, fastened to truss TC wf 2-10d rasls. 13) AN Plates 20 Gauge Unless Noted LOAD CASES) Standard Truss 3-11- 7-10-9 3-11-4 3-11-4 4x4 = 2 4 2x4 �, 1.5x4 11 2x4 \, 740-9 7-10-9 `4 0 LOAMG (pst) - — TCLL 38.5 SPACING 2-0-0 C51 DEFL in Qoc) Udefl 119 PLATES GWP (Ground Snovr=50 O) Paas hhaease 1.15 TC 0.33 Vert(LL) Na - Na 999 MT20 1971144 TCDL 10.0 Lumber Increase 1,15 BC 0.11 Vert(TL) Na Na 999 BCLL 0.0 • Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 3 Na Na BCDL 10.0 Code IRCMfTPo2007 (Maw) Weight 231b FT =10% LUMBER TOP CHORD 2 X 4 SPF NO2 BOT CHORD 2 X 4 SPF NO2 OTHERS 2 X 4 SPF Stud BRACING TOP CHORD Structure! wood sheathing directly applied or 6-U oc pudins. BOTCHORD Rigid cetlfig directly applied or 10-" oc bnkdng. REACTIONS (Iblsize) 1 = 24917-10-9 (min. 0-1-0) 3 249/7-10-0 (min. 0-1-8) 4 - 33017-10-9 (min. 0-1-8) Max Herz f - -85(LC 6) Max Uplift 1 = -61(LC 8) 3 = -64(LC 9) 4 -11(LC 8) FORCES Qb) - Max. ComplM=. Ten. - An faces 250 (tb) a less except when shown NOTES (it) 1) Wird: ASCE 7-05; 100mph; TCDL-42psf; BCDL=5.Opsf, h=25R Cat 11; Exp B; -dosed; MWFRS Qow ise) gable end zone and C -C Exteviw(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL -1.33 2) TCLL: ASCE 7-05; Pg= 50.0 pat (ground snow); f#38.5 psf (M roof snow); Cahagay It; Eh p B; Pwb* 6tp.; Ct-1.1 3) Unbalanced an" loads have been considered for this resign. 4) Gable requires continuous bottom chord bewft, 5) This truss has been designed for a 10.0 psf bodom chord live load nonconerment with any other We loads. 6) • This buss has been designed for a We load of 20.0psf on the bottom chord in all areas Mere a redange 3-" tall by 14)-0 wide win It bebreen the bottom chord and any other members. 7) Ag bearings are assumed to be SPF No.2. 8) Provide mechanical connection Qty others) of truss to bearing plate capable of witlhsfmh6ng 61 Ih upfift at Oft 1, 64 lb uplift at joint 3 and 11 tb uplift at joint 4. 9) This buss is designed in accordance v41h the 2009 Intonational Residential Cade sections R502.11.1 and R802.102 and referenced ctarhdard ANSUrM 1. 10) "Sere-dgid pitchbrealer with fixed beds" Member and &* model was used in the analysis and design of this buss. 11) AO Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Tnus - - 2.4-1 4-83 2-44 2-4-1 i 2 3x4 = 2x4 // 2x4 4-83 4-83 rq 0 LOApNO (psf) GRP TCLL 38.5 Plates Increase 2� TC 0.09 Veri(LL) Na ) gdell Ltd Na 999 MT20� 971144 (Ground 9mow=50 0 Lumber Increase 1.15 BC 0.15 Vert(TL) Na Na 999 TCDL 10.0 Rep StrewIna YES WB 0.00 Home) 0.00 3 Na Na BCOL L 10.0 " Code IRC2009ftP12W7 (Mabbc) Weight 11 N FT =10% LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF NO2 BRACING TOPCHORD Structural wood sheathing directly applied or 4-8-3 oc purroa:. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (8ysize) 1 = 72714-53 (mm. 0-1-8 3 - 22714-63 (rrdn. 0.1 A) Max Hoa 1 A6(LC 6) Max Uplift 1 = -38(LC 8) 3 = 38(LC 8) FORCES (Ib) - Max. CornpJMax. Ten. -Ali forces 250 (lb) or less except when shovm. NOTES (11) 1) Wind: ASCE 7-05; 100mph; TCOL-42psf; BCDL=5.Opst, h=25ft; Cat II; Exp B; endosed; MWFRS 0ov"Ise) automatic zone and CC ExtedOr(2) zone; cantilever left and dgtd exposed ;GC for members and forces 8 MWFRS for reactlmrs shown; Lumber DOL -1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr 50.0 psf (ground snov4; Pf=38.5 psf (bat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads haw: been considered for this design. 4)Gable requires oontinuous bottom chord bearing. 5) This buss has been designed for a 10.0 Pat bottom chord Me load nonconcurrentwfth any other Ove loads. 6)' This truss has been designed for a five load of 20.0pst on the bottom drord in all areas where a rectangle 3&0 tall by 11F0 wide vdO fit between the bottom chord and am , other members. 7) Ali bearings are assumed to be SPF No2 . 8) Provide mechanical oonnection (by others) of truss to bearing plate capable of withstanding 10016 uplift atjob t(s)1, 3. 9) This lass is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and re .--d standard ANSIRPI I. 10) "Semirigid pitdmbreala with fixed heels" Member and fodty model was used in the analysis and design ofthla truss. 11) Ali Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Scale =1 176 Date . % 3 ..... TOWN OF NORTH ANDOVER PERMIT FOR MECHANICAL INSTALLATION This certifies that ..�+. has permission for mechanical installation .). .v-........... in the buildings of . ....` .t.. ................ . at l-+ ...., North Andover, Mass. Fee.! .. Lic. No. .................... . GAS INSPECTOR WHITE: Applicant CANARY: Building Dept. IPINK: Treasurer Commonwealth of Massachusetts Sheet Metal Permit Date: 0/-3 Estimated Job Cost: $ 1510co Plans Submitted: YES V NO Business License # 3CH Business Information: Name: A�s�►�� �sn icc� Sys_�Ms Street: -^w ROcj City/Town: g roa��� C3033 Telephone: �63 d49 01900 Permit # Permit Fee: $ Plans Reviewed: YES NO Applicant License # 1T� b Property Owner / Job Location Information: Name: �bct �,\"^a Street: ISO Grej Po,,J Qzqd City/Town: N. A 40,ifr Telephone: V� 4 % 3'1 G 4 Photo I.D. required / Copy of Photo I.D. attached: YES v ----NO Staff Initial J-1 / M -1 -unrestricted license J-2 / M -2 -restricted to dwellings 3 -stories or less and commercial up to 10,000 sq. ft. / 2 -stories or less Residential: 1-2 family L-,� Multi -family Condo / Townhouses Other Commercial: Office Retail Industrial Educational Institutional Other Square Footage: under 10,000 sq. ft. ✓ over 1.0,000 sq. ft. Number of Stories: Sheet metal work to be completed: New Work: 1/ Renovation: HVAC ✓ Metal Watershed Roofing Kitchen Exhaust System Metal Chimney / Vents Air Balancing Provide detailed description of work to be done: ► vv_ sys�Qm_s �1t? 4ykfj A,• N���\ens , QIP INSURANCE COVERAGE: I have a current liability insurance policy or its equivalent which meets the requirements of M.G.L. Ch. 112 Yes ❑ No ❑ If you have checked Yes, indicate the type of coverage by checking the appropriate box below: A liability insurance policy ❑ Other type of indemnity ❑ Bond ❑ OWNER'S INSURANCE WAIVER: I am aware that the licensee does not have the insurance coverage required by Chapter 112 of the Massachusetts General Laws, and that my signature on this permit application waives this requirement. Check One Only Owner ❑ Agent, ❑ Signature of Owner or.Owner's Agent i By checking this box0, I hereby certify that all of the details and information 1 have submitted (or entered) regarding this application are true and accurate to the best of my knowledge and that all sheet metal work and installations performed under the permit issued for this application will be in compliance with all pertinent provision of the Massachusetts Building Code and Chapter 112 of the General Laws. Date Duct inspection required prior to insulation installation: YES NO Progress Inspections Comments Final Inspection Date Comments Type of License: By ❑ Master, Title ❑ Master -Restricted Cityrrown ❑Journeyperson Signature of Licensee Permit # ❑Journeyperson-Restricted License Number: Fee $ Check at www.mass.gov/dpl inspector Signature of Permit Approval . 11. R CERTIFICATE OF LIABILITY INSURANCE `� DATE(MM/DD012 11/26/2012 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terns and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT L dsa Lee NAME: yn y The McBriarty Insurance Agency PHONE(603) 673-1201 FAA/C Not: (603) 673-4825 PO BOX 9 ADDRESS: Lyndsay@HPMlnsurance.coin 633 Elm Street INSURER(S) AFFORDING COVERAGE NAIC # Milford NH 03055-0009 INSURER A Merchants Mutual Ins Co 3329 INSURED INSURER B Merchants Preferred Ins CO 12901 INSURERC: Absolute Mechanical Systems Inc 2 Quimby Road INSURER D: INSURER E /11/2013 Brookline NH 03033 INSURERF: COVERAGES CERTIFICATE NUMBER:12-13 All Lines REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY,i BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. ILTRR TYPE OF INSURANCE R POLICY NUMBER POLICY EFF MMIDD MM/DD EXP LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 A X COMMERCIAL GENERAL LIABILITY CLAIMS -MADE a OCCUR BOPI050186 /11/2012 /11/2013 ED PREMISES Ea occurrence $ 500,000 MED EXP (Any one person) $ 15,000 PERSONAL & ADV INJURY $ Included GENERAL AGGREGATE $ 2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMPIOP AGG $ 2,000,000 X POLICY JECT PRO- LOC $ AUTOMOBILE LIABILITY UO—MBiNE(Ea accident) SINGLE LIMIT 1,000,000 BODILY INJURY (Per person) $ A ANY AUTO ALL OWNED. X SCHEDULED AUTOS AUTOS I052506 /11/2012 /11/2013 BODILY INJURY Per accident $ ( ) X HIRED AUTOS NON -OWNED X AUTOS PROPERTY DAMAGE $ Per accident Medical payments $ 5,000 X UMBRELLA LIAB t X OCCUR EACH OCCURRENCE $ 2,000,000 A EXCESS LIAB CLAIMS -MADE AGGREGATE $ 2,000,000 DED I X I RETENTION$ 10,00C $ CUP9145172 /20/2012 9/20/2013 B WORKERS COMPENSATION I WC STATU- OTH- AND EMPLOYERS' LIABILITY YIN ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? [flN (Mandatory in NH) If yes, describe under / A CA9097358 /11/2012 /11/2013 X I ER - E.L. EACH ACCIDENT $ 1,000,000 E.L. DISEASE - EA EMPLOYE $ 11000,000 E.L. DISEASE - POLICY LIMIT $ 1,000,000 DESCRIPTION OF OPERATIONS below DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, if more space is required) Work performed'during policy period: HVAC. Kevin Gorgoglione, Cindy Gorgoglione,.and Roger Maynard are excluded from the workers' compensation policy. SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Town of North Andover MA ACCORDANCE WITH THE POLICY PROVISIONS. Building Dept 1600 Osgood St AUTHORIZED REPRESENTATIVE North Andover, MA j�J Lyndsay Lee/LL AMM4 (91955-ZUI0 ACORD CORPORATION. All rights reserved. INS025 oninnsi m Tho ArrlRrl nomo *nrl Innn — rani¢}ororl mnrlrc of Ar.npn COMIWONWEALTH OF MASSACHUSETTS A5 A BUSINESS uR %1bov_ w, KEVIN J GORGOGLIONE ABSOLUTE MECHANICAL SYSTEMS LLC 2 QUINCY RD z BROOKLINE NH 03033-0000 304 03/25/13 997833` LUlYiIYIUN'YYL/iLlttOFlyjA$J'!HL}fUJLIi- AS A t�iASTER-UNRESTRICTED ABOVE i KEVIN J GORGOGLIONE ABSOLUTE MECHANICAL LLC PO BOX 128 BROOKLINE NH 03033-0128 1896 09/28/13 47239 `tee ` 2 =1 :� Commonwealth of Massachusetts, F Department of P..ublic:Safety 3' � 09 °?y� 1. Oil Burner Technician Certificate iefidt� jf`og��y eE Mf��" License:. BU -030733 F -n 3 KEV)(1V J GO LlACICK BROOKLINE i;c Y 1 i� I iitlircl.JCil, L Ul:. has been certified as Hik UI"CkSIT,kl5 iAlli •;.� rt .N technician as required by + ✓ �+.>1 111': 40. CFR Part 82, Subpart F. •. ''' ;,;;`.Commissioner Expiration: 09!09/2014 Cffllc iw Number State of Hampshire GAS FITTER NAME: KEVIN G E,07% DATE ISSUED: 10/0412012 DATE EXPIRES: 09/30/2014 LICENSE. #: GFE0700405 The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations I Congress Street, Suite 100 Boston, MA 02114-2017 Print Form `11" www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name (Business/Organization/Individual): Absolute Mechanical Systems Inc. Address:2 Quimby Road City/State/Zip: Brookline, NH 03033 Phone #:603-249-9800 Are you an employer? Check the appropriate box: Type of project (required): I am a employer with 7 4. 0 I am a general contractor and I employees (full and/or part-time).* have hired the sub -contractors 6. �Tew construction !. ❑ I am a sole proprietor or partner- listed on the attached sheet. 7. 0 Remodeling ship and have no employees working for me in any capacity. [No workers' comp. insurance ' required.] 3. [:11 am a homeowner doing all work myself. [No workers' comp. insurance required.] i These sub -contractors have employees and have workers' comp. insurance.$ 5. 0 We are a corporation and its officers have exercised their right of exemption per MGL c. 152, §1(4), and we have no employees. [No workers' comp. insurance required.] 8. 0 Demolition 4.10 Building addition 10.0 Electrical repairs or additions 11.0 Plumbing repairs or additions 12.0 Roof repairs 13. ❑ Other *Any applicant that checks box #1 must also fill out the section below showing their workers' compensation policy information. I Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. :Contractors that check this box must attached an additional sheet showing the name of the sub -contractors and state whether or not those entities have employees. If the sub -contractors have employees, they must provide their workers' comp. policy number. I am an employer that is providing workers' compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: Merchants Preferred Ins. Co. Policy # or Self -ins. Lic. #:WCA9097358 Job Site Address:All locations in N. AnL41&_ Expiration Date:7/11/13 City/State/Zip: N Rl`jv M5 I 0119'y 5 Attach a copy of the workers' compensation policy declaration page (showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to $1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to $250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify udder the pains and penalties of perjury that the information provided above is true and correct. Phone #: (o3 4Mq 9 Official use only. Do not write in this area, to be completed by city or town official City or Town: Permit/License # 13 Issuing Authority (circle one): 1. Board of Health 2. Building Department 3. City/Town Clerk 4. Electrical Inspector 5. Plumbing Inspector 6. Other Contact Person: Phone #: . � 2 � . ■ o � CL {>� . � � . 0 > g m® R R \ G) , o ,,± o S % K -03 t kkoaG) 6 CL 0. 0 k/CL 0 . . 0 . . m ` z _ / ® w o 3 \ \ � ° ® �Ul � Dcr F,� - 3 o_ R ( ] k FX>G o g Q /7 ;,Z. n m 4�Q � ©D -0 §k » (j \ ƒ © »\ � \� & : q% f § g t 2 co �.' n . \ 7 . \ �C§/ @ /%2- $2�k� >/ Cl) §gam C c2. :$4om \o}Ck g -4 .�o\ 0 ~ G M CD 0 CD CL z s9( � D o rn o < <L fD C) m - 7 a mho o ,) CL 0 a Z o 0 0 CD O D Cr U) 0 0 O m � co �D OD Ca 3 CA) O N S c �1 N _ N Z o -1 2 m o a w CA) w y 4 O G) 3 cp y V to � n i, Gf O CD c 7 N NUI z � 5. cn o 0 0) ID =r A pg w O) Z7 7 c0 c j CD .� r C N O W C (D fD CD o rn N C, — V N C O 3 N 2 'a wr'�g o' s Load Short Form Job: Date: December 19, 2012 Entire House By: Kevin Gorgoglione Absolute Mechanical Systems, Inc. 2 Quimby Rd., Brooldine, NH 03033 Phone: 978-423-7122 Fax: 603-673-6979 Pr "oject�lnformatlon For: Dave Paolino 950 Great Pond Rd., No. Andover, MA 01845 Phone: 603-496-3764 HEATING EQUIPMENT Make Lochinvar Trade KNIGHT Model WH(N,L)110 AHRI ref 14393108 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 96 AFUE Area 110000 MBtuh 102000 Btuh 0 °F 0 cfm 0 cfm/Btuh 0 in H2O COOLING EQUIPMENT Area Make n/a Clg load Htg AVF Trade n/a (ft2) Cond n/a (Btuh) (cfm) Coil n/a Bedroom Level A/H d 1784 AHRI ref n/a 13498 600 Efficiency n/a 3345 Sensible cooling 0 Btuh Latent cooling 0 Btuh Total cooling 0 Btuh Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ft2) (Btuh) (Btuh) (cfm) (cfm) Bedroom Level A/H d 1784 20353 13498 600 600 Main/Bsmnt A/H d 3345 24227 25181 1200 1200 Entire House d 5129 44580 38493 1800 1954 Other equip loads 9041 1207 Equip. @ 1.00 RSM 39700 Latent cooling 3508 T6TAI S I 0VV IUD4 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl hftOftF2012-Dec-1916:34:37 Right-Suite®Universal 2012 12:1.04 RSU09260 ...AC\MyClients.pdf\Absolute Mechan\Olsen North Andover\Olson.rup Calc = MJ8 Front Door faces: Page 1 . . wrightsoft, Load Short Form Bedroom Level AIH Absolute Mechanical Systems, Inc. Job: Date: December 19, 2012 By: Kevin Gorgoglione 2 Quimby Rd., Brookline, NH 1 603-673-6979 Pr r. _ o�ectlnformation$ }., For: Dave Paolino 950 Great Pond Rd., No. Andover, MA 01845 Phone: 603-496-3764 HEATING EQUIPMENT Area COOLING EQUIPMENT Make Rheem Htg AVF Clg AVF Make Rheem Trade Hydronic Air Handler (Btuh) (Btuh) Trade RHEEM 13AJN SERIES Model RHWB-04WMP36A Mstr. Bdrm. Wing p 595 Cond 13AJN18 AHRI ref 140 Deg. Water 222 278 Coil RCFL-A*2417++RXMD-004 1188 12809 9230 AHRI ref 4525244 Efficiency 96 AFUE 1784 Efficiency 11.0 EER, 13 SEER Heating input 40000 MBtuh Sensible cooling 14875 Btuh Heating output 35500 Btuh Latent cooling 2625 Btuh Temperature rise 54 OF Total cooling 17500 Btuh Actual air flow 600 cfm Actual air flow 600 cfm Air flow factor 0.029 cfm/Btuh Air flow factor 0.041 cfm/Btuh Static pressure 0.20 in H2O Static pressure 0.50 in H2O Space thermostat I Load sensible heat ratio 0.89 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ft2) (Btuh) (Btuh) (cfm) (cfm) Mstr. Bdrm. Wing p 595 7544 6748 222 278 Bedrooms p 1188 12809 9230 378 380 Bedroom Level A/H d 1784 20353 13498 600 600 Other equip loads 1830 386 Equip. @ 1.00 RSM 13884 Latent cooling 1729 TOTAI S I 170A I 77444 ( 4LQ4n I II -- ��1UJ 1JU 14 'ODU dUU Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. V iri htsoft° 2012 -Dec -19 16:34:37 Q Right -Suite® Universal 2012 12.1.04 RSU09260 ...ACWyClients.pdf\Absolute Mechan101sen North Andover101son.rup Calc = MJ8 Front Door faces: Page 2 = wrghtsoft, Load Short Form Main/Bsmnt AIH Absolute Mechanical Systems, Inc. 2 Quimby Rd., Brookline, NH 03033 Phone: 978-423-7122 Fax: 603-673-6979 t yr Prosect xaes e For: Dave Paolino 950 Great Pond Rd., No. Andover, MA 01845 Phone: 603-496-3764 Job: Date: December 19, 2012 By: Kevin Gorgoglione HEATING EQUIPMENT Area COOLING EQUIPMENT Clg load Make Rheem Clg AVF Make Rheem (Btuh) (Btuh) Trade Hydronic Air Handler (cfm) Basement p Trade RHEEM 13AJN SERIES 10030 10342 Model RHWB-04WMP36 493 Main Level p Cond 13AJN36 14197 16856 AHRI ref 150 Deg. Water 803 Main/Bsmnt A/H d Coil RCFL-H"3617 24227 25181 1200 1200 Other equip loads AHRI ref 4525679 7211 821 Efficiency 96 AFUE Equip. @ ' 1.00 RSM Efficiency 11.0 EER, 13 SEER Heating input 40000 MBtuh Sensible cooling 29070 Btuh Heating output 39600 Btuh Latent cooling 5130 Btuh Temperature rise 30 °F Total cooling 34200 Btuh Actual air flow 1200 cfm Actual air flow 1200 cfm Air flow factor 0.050 cfm/Btuh Air flow factor 0.048 cfm/Btuh Static pressure 0.20 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.87 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF OF) (Btuh) (Btuh) (cfm) (cfm) Basement p 1665 10030 10342 497 493 Main Level p 1680 14197 16856 703 803 Main/Bsmnt A/H d 3345 24227 25181 1200 1200 Other equip loads 7211 821 Equip. @ ' 1.00 RSM 26002 Latent cooling 4053 TnTAI S '3nncc I Anr,., I JVV..JJ 14VV (LUV Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. W,FihtSOftA 2012 -Dec -1916:34:37 Q Right-Suite®Universal 2012 12.1.04 RSU09260 ..ACWIyClients.pdf1Absolute Mechan\Olsen North Andover\Olson.rup Calc = MJ8 Front Door faces: Page 3 Wirightsoft� Project Summary Date: December 19, 2012 Entire House By: Kevin Gorgoglione Absolute Mechanical Systems, Inc. 2 Quimby Rd., Brookline, NH 03033 Phone: 978-423-7122 Fax: 603-673-6979 ._.._- o;Fr� ms'ze ,a,� tion,.:.. ` v�4 v a . du .1, For: Dave Paolino 950 Great Pond Rd., No. Andover, MA 01845 Phone: 603-496-3764 Notes: ti .H m l`nformatloriM. .. , . ,.f w`F x�R Weather: Lawrence Muni, MA, US Winter Design Conditions Summer Design Conditions Outside db 9 OF Outside db 88 OF Inside db 70 OF Inside db 75 OF Design TD 61 OF Design TD 13 OF Daily range M Relative humidity 50 % Moisture difference 31 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 37838 Btuh Structure 34116 Btuh Ducts 6742 Btuh Ducts 4377 Btuh Central vent (215 cfm) 5722 Btuh Central vent (215 cfm) 1207 Btuh Humidification 0 Btuh Blower 0 Bt0h Piping 3318 Btuh Equipment load 53620 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 39700 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Tight Fireplaces 0 Structure 2862 Btuh Ducts 646 Btuh Heating Cooling Central vent (215 cfm) 2274 Btuh Area (ftp 5129 5129 Equipment latent load 3508 Btuh Volume (its 43142 43142 Air changes/hour 0.13 0.07 Equipment total load 43208 Btuh Equiv. AVF (cfm) 93 50 Req. total capacity at 0.85 SHR 3.9 ton Heating Equipment Summary Cooling Equipment Summary Make Lochinvar Make n/a Trade KNIGHT Trade n/a Model WH(N,L)110 Cond n/a AHRI ref 4393108 Coil n/a AHRI ref n/a Efficiency 96 AFUE Efficiency n/a Heating input 110000 MBtuh Sensible cooling 0 Btuh Heating output 102000 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 'wri htsoft"2012-Dec-1916:34:37 Right-Suite®Universal 2012 12.1.04 RSU09260 AC\MyClients.pdf\Absolute Mechan\Olsen North AndoveAOlson.nip Calc = MJ8 Front Door faces: Page 1 Project Summa Job: Wrl �i' sOft , Date: December 19, 2012 Bedroom Level AIH By: Kevin Gorgoglione Absolute Mechanical Systems, Inc. 2 Quimby Rd., Brookline, NH 03033 Phone: 978-423-7122 Fax: 603-673-6979 iRs .aP.ro ectlriformatlon 7.a, '.,, For: Dave Paolino 950 Great Pond Rd., No. Andover, MA 01845 Phone: 603-496-3764 Notes: M 8 � r �Deslgn�;lnformatlon�� Weather: Winter Design Conditions Outside db 9 OF Inside db 70 OF Design TD 61 OF Heating Summary 0.13 Structure 13611 Btuh Ducts 6742 Btuh Central vent (69 cfm) 1830 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 22183 Btuh Infiltration Method Construction quality Fireplaces Lawrence Muni, MA, US Simplified Tight 0 Heating Equipment Summary Make Heating Cooling Area (ftJ 1784 1784 Volume (ft) 14702 14702 Air changes/hour 0.13 0.07 Equiv. AVF (cfm) 31 17 Heating Equipment Summary Make Rheem Trade Hydronic Air Handler Model RHWB-04WMP36A AHRI ref 140 Deg. Water Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 96 AFUE 40000 MBtuh 35500 Btuh 54 OF 600 cfm 0.029 cfm/Btuh 0.20 in H2O Summer Design Conditions Outside db 88 OF Inside db 75 OF Design TD 13 OF Daily range M Relative humidity 50 % Moisture difference 31 gr/Ib Sensible Cooling Equipment Load Sizing Structure 9312 Btuh Ducts 4186 Btuh Central vent (69 cfm) 386 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Cond 13AJN18 Equipment sensible load 13884 Btuh Latent Cooling Equipment Load Sizing Structure 356 Btuh Ducts 646 Btuh Central vent (69 cfm) 727 Btuh Equipment latent load 1729 Btuh Equipment total load 15612 Btuh Req. total capacity at 0.85 SHR 1.4 ton Cooling Equipment Summary Make Rheem Trade RHEEM 13AJN SERIES Cond 13AJN18 Coil RCFL-A*2417++RXMD-004 AHRI ref 4525244 Efficiency Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure Load sensible heat ratio 11.0 EER, 13 SEER 14875 Btuh 2625 Btuh 17500 Btuh 600 cfm 0.041 cfm/Btuh 0.50 in H2O 0.89 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrl1g"htS0'' Right-Suite®Universal 2012 12.1.04 RSU09260 2012 -Dec -19 16:34:37 �9C�i APage 2 ...AC\MyClients.pdflAbsolute Mechan\Olsen North Andover501son.rup Calc = MJB Front Door faces: - - wrlghltsoft' Project Summary Datte: December 18, 2012 Main/Bsmnt AIH By: Kevin Gorgoglione Absolute Mechanical Systems, Inc. 2 Quimby Rd., Brookline, NH 03033 Phone: 978-423-7122 Fax: 603-673-6979 rfrm te. g ectNlnoatlor For: Dave Paolino 950 Great Pond Rd., No. Andover, MA 01845 Phone: 603-496-3764 Notes: .sDes"i"agn,),-'6 n l§n"tfram?`�'nl.� `Yf. A. Weather: Winter Design Conditions Outside db 9 OF Inside db 70 OF Design TD 61 OF Heating Summary 0.13 Structure 24227 Btuh Ducts 0 Btuh Central vent (147 cfm) 3892 Btuh Humidification 0 Btuh Piping 3318 Btuh Equipment load 31438 Btuh Infiltration Method Construction quality Fireplaces Lawrence Muni, MA, US Simplified Tight 0 Heating Equipment Summary Make Heating Cooling Area (ftp 3345 3345 Volume (ft) 28440 28440 Air changes/hour 0.13 0.07 Equiv. AVF (cfm) 62 33 Heating Equipment Summary Make Rheem Trade Hydronic Air Handler Model RHWB-04WMP36 AHRI ref 150 Deg. Water Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 96 AFUE 40000 MBtuh 39600 Btuh 30 OF 1200 cfm 0.050 cfm/Btuh 0.20 in H2O Summer Design Conditions Outside db 88 OF Inside db 75 OF Design TD 13 OF Daily range M Relative humidity 50 % Moisture difference 31 gr/Ib Sensible Cooling Equipment Load Sizing Structure 25181 Btuh Ducts 0 Btuh Central vent (147 cfm) 821 Btuh Blower .0 Btuh Use manufacturer's data y Btuh Rate/swing multiplier 1.00 ton Equipment sensible load 26002 Btuh Latent Cooling Equipment Load Sizing Structure 2506 Btuh Ducts 0 Btuh Central vent (147 cfm) 1547 Btuh Equipment latent load 4053 Btuh Equipment total load 30055 Btuh Req. total capacity at 0.85 SHR 2.5 ton Cooling Equipment Summary Make Rheem Trade RHEEM 13AJN SERIES Cond 13AJN36 Coil RCFL-H*3617 AHRI ref 4525679 Efficiency Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure Load sensible heat ratio 11.0 EER, 13 SEER 29070 Btuh 5130 Btuh 34200 Btuh 1200 cfm 0.048 cfm/Btuh 0.50 in H2O 0.87 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. rig htsof - Right-Su ni- 2012 -Dec -1916:34:37 10M�'`, versa1201212.1.04RSU09260 ` ...AC\MyClients.pdt\Absolute Mechan\Olsen North Andover\Olson.rup Calc = M.18 Front Door faces: Page