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Home My WebLink About0206 TURTLEBACK ROAD bok-c� ,� a Town of Barnstable Building Department - 200 Main Street ► AB . #RASrIE Hyannis, MA 02601 9 MASS. (508 i6g9. ) 862-4038 � ArFD�A Certificate of Occupancy Application Number: 201403684 CO Number: 20150048 Parcel ID: 063021 CO Issue Date: 05/08115 Location: 206 TURTLEBACK ROAD Zoning Classification: RESIDENCE F DISTRICT Proposed Use: DEVELOPABLE LAND Village: MARSTONS MILLS Gen Contractor: LONG, ROBERT F Permit Type: RC00 CERTIFICATE OF OCCUPANCY RES Comments: i 02�.•� � � � s=-off ls— Building Department Signature Date Signed - TOWN OF BARNSTABLE Build.ling �, 201403684 BARNSTABLE, ' Issue Date: 10/16/14 Pe' rm it y MASS. �ArF1 MAC A�� Applicant: LONG,ROBERT F Permit Number: B 20142818 Proposed Use: DEVELOPABLE LAND Expiration Date: 04/15/15 Location 206 TURTLEBACK ROAD Zoning District RF Permit Type: NEW SINGLE FAMILY HOME Map Parcel 063021 Permit Fee$ 1,102.24 Contractor LONG,ROBERT F Village MARSTONS MILLS App Fee$ 100.00 License Num 51422 Est Construction Cost$ 216,125 Remarks APPROVED PLANS MUST BE RETAINED ON JOB AND CONSTRUCT A NEW ONE STORY,SINGLE FAMILY RESIDENTIAL DWEthWCARD MUST BE KEPT POSTED UNTIL FINAL G WITH TWO CAR ATTACHED GARAGE PORCH AND SUNDECK INSPECTION HAS BEEN MADE. WHERE A CERTIFICATE OF OCCUPANCY IS REQUIRED,SUCH Owner on Record: ZUBATY,THOMAS M&CYNTHIA G BUILDING SHALL NOT BE OCCUPIED UNTIL A FINAL Address: 206 TURTLEBACK ROAD INSPECTION HAS BEEN MADE. MARSTONS MILLS,MA 02646 Application Entered by: RM Building Permit Issued By: THIS PERMIT CONVEYS NO RIGHT TO OCCUPY ANY STREET,ALLEY OR SIDEWALK OR ANY PART THEREOF,EITHER TEMPORARILY OR PERMANENTLY. ENCROACHMENTS ON PUBLIC PROPERTY,NO 4 SPECIFICALLY PERMITTED UNDER THE BUILDING CODE,MUST BE APPROVED BY THE JURISDICTION. STREET OR ALLEY GRADES AS WELL AS DEPTH AND LOCATION OF PUBLIC SEWERS MAYBE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS.THE ISSUANCE OF THIS PERMIT DOES NOT RELEASE THE APPLICANT FROM THE CONDITIONS OF ANY APPLICABLE SUBDIVISION RESTRICTIONS. MINIMUM OF FIVE CALL INSPECTIONS REQUIRED FOR ALL CONSTRUCTION WORK: 1.FOUNDATION OR FOOTINGS. 2.SHEATHING INSPECTION 3.ALL FIREPLACES MUST BE INSPECTED AT THE THROAT LEVEL BEFORE FIRST FLUE LINING IS INSTALLED. 4.WIRING&PLUMBING INSPECTIONS TO BE COMPLETED PRIOR TO FRAME INSPECTION. 5.PRIOR TO COVERING STRUCTURAL MEMBERS(FRAME INSPECTION). 6.INSULATION. 7.FINAL INSPECTION BEFORE OCCUPANCY. WHERE APPLICABLE,SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL,PLUMBING AND MECHANICAL INSTALLATIONS. WORK SHALL NOT PROCEED UNTIL THE INSPECTOR HAS APPROVED THE VARIOUS STAGES OF CONSTRUCTION. PERMIT WILL BECOME NULL AND VOID IF CONSTRUCTION WORK IS NOT STARTED WITHIN SIX MONTHS OF DATE THE PERMIT IS ISSUED AS NOTED ABOVE. PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS DO NOT HAVE ACCESS TO GUARANTY FUND(as set forth in MGL c.I42A). / THAT i BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS 4sr 2� 5G r 2 rns- e�t.� ed f 3,brlA) off! o�'l��rl�!!� 1 Heating Inspection Approvals Engineering Dept Fire ept 2 s Board of Healt e5 ��— TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map NOS Parcel O LI Application # Health Division Date Issued Conservation Division /l Application Fee oo Planning Dept. 04o \ Permit Fee � D-� • a� Date Definitive Plan Approved by Planning Board D Historic - OKH _ Preservation/ Hyannis M/W p t 4,T Project Street Address .'Lp(, 1.,-r-1-��o��c hoo-a �� -v�� Village O ks ox \437- Owner't'ti o.,,, "M. G_a- , c 4. Address �auo,.,�a r� $a_ac�., MA o L4(.3- Telephone S %_'2AA-a14 .�4•3 Permit Request To Ln,..,,Vcv.�k d v,_2Q o•..`e- � u Ili�er ( w"�� oA �a��,.a s�t�c'•Ac.•�+r� �:-�. ��o cntc- a��c�c�l ��a�.e_d.� a c..►-ate� Z=-a C 0XIA-ECA to Orcls ar jv%, o A< Square feet: 1 st floor: existing.t4k proposed 31 2nd floor: existing Nts� proposed -W-&—Total new 13L� Zoning District RF Flood Plain '&-%.e_ X Groundwater Overlay Project Valuation Construction.Type Wood•�rr�w`e. Lot Size ►.O\ c�cy-e_s Grandfathered: XYes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family , Two Family ❑ Multi-Family (# units) Age of Existing Structure N Historic House: ❑Yes )o No On Old King's Highway: ❑Yes )(No Basement Type: ❑ Full ❑ Crawl XWalkout ❑ Other Basement Finished Area (sq.ft.) ILI Basement Unfinished Area (sq.ft) 20 331 Number of Baths: Full: existing new I- Half: existing IAA new Number of Bedrooms: W� existing 1 new Total Room Count (not including baths): existing A, new First Floor Room Count `1 Heat Type and Fuel: Gas ❑ Oil ❑ Electric ❑ Other Central Air: *(Yes ❑ No Fireplaces: Existing Nk New I Existing wood/coal stove: ❑Yes XNo Detached garage: ❑ existing ❑ new size_Pool: ❑ existing ❑ new size _ Barn: ❑ existing ❑ new size_ Attached garage: ❑ existing )(new size i,Shed: ❑ existing ❑ new size _ Other: . cm Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ cn'. 0 0 Commercial ❑Yes �OLNo If yes, site plan review # = NO Current Use Proposed Use S' a,.a en.a� 114 n APPLICANT INFORMATION a' 1 �Y - - (BUILDER OR HOMEOWNER) 0ps Name��ecy4 �e�w �I�,r.a�v� � Telephone Number o -So'Z-2_,L4 k(ak (S 3 C,t kcLc. "_N%vd�. Address t-le..,o IrNa M& oy'(4S'- • License # CS 0&11-4 L-'2.. j Home Improvement Contractor# t l �U�aQi le a•.I�,CO. Email 'vAo\wk py,a wn\.Lav, Worker's Compensation # %"oc,414 ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO New e�►sid.�cxd► SIGNATURE DATE T 1114 FOR OFFICIAL USE ONLY APPLICATION# DATE:ISSUED "MAP'/PARCEL NO. ADDRESS VILLAGE OWNER DATE OF INSPECTION: FOUNDATION !® ? ems FRAME sHc -tIF CARJ of✓yA-4 gj;Wl� My INSULATION FIREPLACE ELECTRICAL:. ROUGH FINAL PLUMBING: ROUGH FINAL GAS: ROUGH FINAL . FINAL BUILDING; DATE_-CLOSED OUT a$ISOCIATION PLAN NO, i ne c ommonweaun of massacnuseus Deparhnent of Industrial Accidents Office of Investigations ' 600 Washington Street Boston,MA 02111 -N www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name(Business/Organization/Individual): \-6,q ""\� Address: (SS C. City/State/Zip:�,Atz CAA M ov Phone#: Sb'S- p Are you an employer?Check the appropriate box: Type of project(required): 1.❑ I am a employer with 4. I am a general contractor and I 6. X New construction employees(full and/or part-time).* have hired the sub-contractors 2.❑ I am a sole proprietor or partner- listed on the attached sheet. 7. ❑Remodeling ship and have no employees These sub-contractors have g, ❑Demolition workingfor me in an capacity. employees and have workers' y p �'• t 9. ❑Building addition [No workers' comp.insurance comp.insurance. required.] 5. ❑ We are a corporation and its 10.❑Electrical repairs or additions 3.❑ I am a homeowner doing all work officers have exercised their M❑Plumbing repairs or additions myself. [No workers' comp. right of exemption per MGL 12.❑Roof repairs insurance required.]t c. 152, §1(4),and we have no employees:[No workers' 13.❑Other j comp. insurance required.] *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. r I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: co . Policy#or Self-ins.Lic.#:�1 1 LL(�O©�-F 1�-� Expiration Date: 411 D .I S Job Site Address: 7-oteT `Coo-A 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 insurance coverage verification. I do her ce under the pains and penalties of perjury that the information provided above is true and correct Si ature: ` Date: 1'{ f Phone#: 5b8-9 US--SsL`fC� 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 1 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." i 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`iicense 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 lice 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-MASWE Revised 4-24-07 Fax#617-727-7749 www.mm.gov/dia DA (MMIDDIYYYY) ,4��o�® CERTIFICATE OF LIABILITY INSURANCEF9/78/2014 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 terms 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 Construction NAME: Eastern Insurance Group. LLC PNONE (508)651-7700 FAfAIX o 233 West Central Street EMAIL AD RE INSURE S AFFORDING COVERAGE NAIC# Natick MA 01760 INSURER Aparbella Protection Ins. Co. 41360 INSURED _ INSURER 8Arbella Indemnity Ins Co. 10017 Long Built Homes Inc INSURER C: 158 Charles McComb Blvd INSURER D: INSURER E: New Bedford MA 02745 INSURERF: COVERAGES CERTIFICATE NUMBER3ASTER 2014 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 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. 1�TR TYPE OF INSURANCE POLICY NUMBER MMIDDYIYYYY MM/LDD//YYri LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 DAMAGE TO RENTEU__ X COMMERCIAL GENERAL LIABILITY PREMISES Ea occurrence $ 250,000 A CLAIMS-MADE ❑X OCCUR 8500058705 /10/2014 /10/2015 MED EXP(Any one person) $ 5,000 PERSONAL 8 ADV INJURY $ 1,000,000 GENERAL AGGREGATE $ 2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ 2,000,000 POLICY X PRO LOC $ AUTOMOBILE LIABILITY Ea BINEDcci t SINGLE LIMIT 1,000,000 ANY AUTO BODILY INJURY(Per person) $ B ALL OWNED SCHEDULED 1020019931 /10/2014 /10/2015 AUTOS X AUTOS BODILY INJURY(Peracddent) $ X HIRED AUTOS X NON-OWNED PROPERTY DAMAGE $ AUTOS Per a.ZI PIP-Basic $ 8,000 X UMBRELLA LIAR OCCUR EACH OCCURRENCE $ 5,000,000 A EXCESS LIAB HCLAIMS-MADE AGGREGATE $ 5,000,O00 DED I I RETENTION$ k1600058706 /10/2014 /10/2015 $ A WORKERS COMPENSATION X WC TORYLIMIT FR AND EMPLOYERS'LIABILITY Y/N ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $ 500,000 OFFICER/MEMBER EXCLUDED? N/A (Mandatory in NH) 9122600414 /10/2014 /10/2015 E.L.DISEASE-EA EMPLOYEE $ 500,000 If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ 500,000 DESCRIPTION OF OPERATIONS/LOCATIONS I VEHICLES (Attach ACORD 101,Additional Remarks Schedule,if more space is required) I , CERTIFICATE HOLDER CANCELLATION I SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Town of Barnstable ACCORDANCE WITH THE POLICY PROVISIONS. Regulatory Services Building Division AUTHORIZED REPRESENTATIVE 200 Main Street Hyannis, MA 02601 Ronald Cleaves/PES ACORD 25(2010/05) ©1988-2010 ACORD CORPORATION. All rights reserved. INSn25mmnnstm Tho Arrwn n-nnA Inn^mro mnictarnrl morlec of a(:npn 9/18/2014 LONG BUILT HOMES INC. Vendor Contact List 4:18 PM SUBCONTRACTOR ADDRESS PHONE FAX W.0# SERVICE TO BE PROVIDED 861 SHAWMUT AVE NEW A-1 ASPHALT CO INC BEDFORD,MA 02747 508-995-7272 14880 Performing all labor and furnishing all materials for installation of the asphalt driveway. 341 HARDING HIGHWAY Performing all labor and furnishing all materials for installation of exterior vinyl siding,roof shingles and ARCHER EXTERIORS INC PITTSGROVE,NJ 08318 508-845-9099 856-363-7010 5932368 aluminum wrap on exterior trim. 9 ROCKY HILL ROAD UNIT B ATLANTIS COMFORT SYSTEMS CORP SMITHFIELD RI 02917 401-233-2600 401-233-2601 0742672 Performing all labor and furnishing all materials for installation of all heating systems. AUGUSTINE CAMARA DBA CAMARA'S HVAC 2 SANDPIPER DRIVE WESTPORT SYSTEMS MA 02790 508-636-8325 508-636-7835 WECE07191 Performing all labor and furnishing all materials for installation of all central air conditioning systems. 68 SHOOTFLYING HILL RD Performing all labor and furnishing all materials for installation of interior wall-board,including taping, CENTURY PAINTING&DRYWALL,INC. CENTERVILE,MA 02632 508-326-8785 508-744-7414 BINDER367047 compounding and sanding. 52 FORSYTHIA LANE Performing all labor and furnishing all materials for installation of rough plumbing,finish plumbing and COASTLINE PLUMBING&MECHANICAL LLC WESPORT, MA 02790 508-326-5976 508-672-3292 UB-6606246A-13 the heating system. P O BOX 5067 Performing all labor and furnishing all materials for installation of concrete slab floors in basement of CONCRETE ENTERPRISES,INC. FALL RIVER,MA 02723 508-636-9390 508-636-7005 WC9121721112 home and garage. 4 LITTLES LANE Performing all labor and furnishing all materials for installation of rough plumbing,finish plumbing and FINESSE PLUMBING DARTMOUTH,MA 02747 508-326-2720 6S6OUB5B28558813 the heating system. 190 SOUTH MEADOW ROAD GUTTER PRO ENTERPRISES,INC PLYMOUTH,MA 02360 508-746-8999 508-830-0694 WC1005380 Performing all labor and furnishing all materials for installation of aluminum gutters and downspouts. 59 COVE RD JEFFOLLIVIERRES CARPETS S.DARTMOUTH,MA 02748 508-999-2237 508-992-7502 9097891007 Performing all labor and furnishing all materials for installation of vinyl and carpet flooring. Performing all labor and furnishing all materials for rough carpentry,including framing,sheathing, 158 CHARLES MCCOMBS BLVD exterior trim,windows and exterior doors;and furnishing all materials for finish carpentry,including Long Built Homes,Inc. NEW BEDFORD,MA 02745 508-995-8240 508-995-3275 9122600413 cabinets,vanities and courter tops and for exterior sun deck. P.O.BOX 87 Performing all labor and furnishing all materials for installation of pre-engineered and hardwood MBM HOME IMPROVEMENTS,INC MANVILLE,RI 02838 401-226-3888 401405-0550 63928 flooring All site work,including excavation for foundation and backfilling;trenching and backfilling for all utilities;construction of the on-site sewage disposal system;excavation for sonotubes;installation of 158 CHARLES MCCOMBS BLVD pre-cast exterior stairs;rough grading;finish rough grading;final grading with loam;and furnishing any MERCURY HEAVY EQUIPMENT INC NEW BEDFORD,MA 02745 508-995-8240 508-995-3275 T VC374974 and all materials required in order to perform the above described work. 200 Welby Road NATIONAL LUMBER/RELIABLE TRUSS New Bedford,MA 02745 508-998-7877 508-995-1724 ECC4000332 Performing all labor and furnishing all materials for installation of all insulation. 19 MAPLECREST DRIVE Performing all labor for rough carpentry,including framing,sheathing,exterior trim,windows and NEW HEIGHTS CONSTRUCTION DARTMOUTH MA 02747 508-951-7581 UB-SB30907A-13 exterior doors. 20 MAPLECREST DRIVE NEW HEIGHTS CRANE SERVICE,INC. DARTMOUTH MA 02747 508-951-7582 UB-SB30907A-13 Performing all labor and furnishing crane equipment required in connection with framing the structure. 54 ROCKY GUTTER STREET Performing all labor and furnishing all materials for installation of all foundation plantings and mulching NOR EAST HYDROSEEDING INC. MIDDLEBORO,MA 02346 508-889-9725 508-889-9725 02 WEGEH3323 planting beds and for hydroseeding disturbed areas of the yard that have been loamed. 66 BRALEY RD Performing all labor and furnishing all materials for installation of concrete slab floors in basement of PREFERRED CONCRETE FREETOWN,MA 02717 508-763-5500 508-763-1930 4H71645-13 home and garage. 2805 ACUSHNET AVE NEW Performing all labor and furnishing all materials for painting of interior walls and ceilings,trim and RFC PAINTERS,INC BEDFORD,MA02745 774-319-6146 U136A923998 doors,exterior doors and feature trim,such as phypon pediments. 3399 SOUTH COUNTY TRAIL Performing all labor for finish carpentry,including installation of all interior trim and cabinets,vanities RJM WOODWORKING,INC EAST GREENWICH,RI 02818 401-884-5110 401-884-6110 58858 and counter tops;and installation of exterior sun deck. 820 HIXVILLE ROAD Performing all labor and furnishing all materials for installation of rough electric and finish electric, SCOTTS ELECTRICAL SERVICE NORTH DARTMOUTH,MA 02747 508-996-6896 774-328-9252 WC799378 including wiring of the heating system and the central air conditioning system. 178 LAFAYETTE STREET SILER TILE INSTALLATIONS NEW BEDFORD,MA 02745 774-406-1078 774-202-0662 WC2-31 S-365183-033 Performing all labor and furnishing all materials for installation of the tile flooring 1160 ROCKDALE AVE SIMMONS CONCRETE NEW BEDFORD,MA 02740 508-996-9998 508-990-9998 6ZZUB-5B781535 I Performing all labor and furnishing all materials for installation of footings and foundation walls. Page 1 of 1 Affidavit of Substantial Financial Interest of , on oath L �,,; s�L� . depose and state as follows: 1. 1 am an applicant for a building permit for the property located at Map Parcel © —A . The address of the property is R,,,A 2. 1 have 0 % legal.or equitable interest in the real property which is the subject of the building permit application which is identified in paragraph 1 above. 3. Within in the last twelve months from today's date, which is 1 1 , the following individuals or entities have had a 1% or greater legal or equitable interest in the real property which is the subject of the building permit application which is identified in paragraph 1 above: Name Address O. 0 L'�L-L 4. Within the last twelve months, from today's date, which isJ I have had a 1% or greater legal or equitable interest in the following properties which have been the subject of a building permit application: Map/Parcel Address Nam . 5. Within this calendar year, I have submitted (:6 building permit applications-for property in which I have a 1% or greater legal or equitable interest. 6. Within the last ten days, I have submitted _ building permit applications for property in which I have a 1% or greater legal or equitable interest. 7. Within this month, I have submitted 0 building permit applications for property in which ) have a 1% legal or equitable interest. 8. Within this month, I have received building permits for property in which I have a 1% Legal or equitable interest. Signed under the pains and penalties o , this-Way of , 20114 2001-0050/aff n 1 Q/LOTTERY/AFFIDAVIT Mass. Corporations, external master page Page 1 of 2 William Francis Galvin Secretary of the Commonwealth of Massachusetts G 4 r •L a Corporations Division Business Entity Summary ID Number: 043136062 Request certificate I New search Summary for: LONG BUILT HOMES, INC. The exact name of the Domestic Profit Corporation: LONG BUILT HOMES, INC. The name was changed from: LONG REALTY, INC. on 03-10-2004 Entity type: Domestic Profit Corporation Identification Number: 043136062 Old ID Number: 000326137 Date of Organization in Massachusetts: 02-15-1990 Last date certain: Current Fiscal Month/Day: 12/31 Previous Fiscal Month/Day: 00/00 The location of the Principal Office: Address: 158 CHARLES MCCOMBS BLVD. City or town, State, Zip code, NEW BEDFORD, MA 02745 USA Country: The name and address of the Registered Agent: Name: LEE CASTIGNETTI, JR. Address: LONG BUILT HOMES, INC. 158 CHARLES MCCOMBS BLVD. City or town, State, Zip code, NEW BEDFORD, MA 02745 USA Country: The Officers and Directors of the Corporation: Title Individual Name Address PRESIDENT ROBERT F. LONG 85 HIGH STREET DARTMOUTH, MA 02748 USA TREASURER ROBERT F. LONG 85 HIGH STREET DARTMOUTH, MA 02748 USA SECRETARY ROBERT F. LONG 85 HIGH STREET DARTMOUTH, MA 02748 USA DIRECTOR ROBERT F. LONG 85 HIGH STREET DARTMOUTH, MA 02748 USA http://corp.sec.state.ma.us/CorpWeb/CorpSearch/CorpSummary.... 9/19/2014 Mass. Corporations, external master page Page 2 of 2 Business entity stock is publicly traded: r The total number of shares and the par value, if any, of each class of stock which this business entity is authorized to issue: Total Authorized Total issued and Class of Stock Par value per share outstanding No. of shares Total par No. of shares value CNP $ 0.00 100 $ 0.00 100 Ij OJ Confidential r Merger r Consent Data Allowed Manufacturing View filings for this business entity: ALL FILINGS Administrative Dissolution iQ Annual Report Application For Revival ` Articles of Amendment View filings Comments or notes associated with this business entity: y+ti� tiF, New search r http://corp.sec.state.ma.us/CorpWeb/CorpSearch/CorpSummary.... 9/19/2014 r Town of Barnstable Regulatory Services t BAR11R�'1RTR i au►ss g, .)Richard V.Scali,Interim Director Building Division Tom Perry,Building Commissioner 200 Main Street Hyaffiis,MA 02601 www.town.barmtable.ma.ns Office: 508-862-4038 Fax: 508-790-6230 r Property Owner Must Complete.and Sign This Section If Using A Builder I, •M ors M(p�.�w o� \ ,as /O�caner of the subject ptopertp Imo �_ Qv�q 0.v�l0`r �{L LA�A—J dzt-/ heteby authorize �64— L,w �.] � �s�Z...�. to act on tnp behal: in all raattets relative to work authorized by this building permit (Address of Job) Pool fences and alarms are the responsibility of the applicant. Pools are not to be filled or utilized before fence is installed and all final inspections are performed and accepted. Signature o er tote of Applicant R" 1' L-c�n Print Name Print Name — Date Town of Barnstable - Regulatory Services - Richard Y.Scali,Interim Director Building.Division - �xrsr.+sr�, t Tom Perry;Building Commissioner 9�prEa ��m� 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-62-0 HOMEOWNER LICENSE EXEMPTION Please Print DATE: JOB LOCATION`- number sit village 'HOMEOWNER": name . home phone# work phone# CURRENT MAUJNG ADDRESS: city/town state zip code The current exemption for"homeowners"was extended to include owner-occupied dwellings of six units or less and to allow homeowners to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor. DEFINITION OF HOMEOWNER Person(s)who owns a parcel of land on which he/she resides or intends to reside,on which there is, or is intended to be,a one or two- family dwelling, attached or detached structures accessory to such use and/or farm structures. A person who constructs more than one home in a two-year period shall not be considered a homeowner. Such"homeowner"shall submit to the Building Official on a form acceptable to the Building Official,that he/she shall be responsible for all such work performed under the buildine permit (Section 109.1.1) The undersigned"homeowner"assumes responsibility for compliance with the State Building Code and other applicable codes, bylaws,rules and regulations. The undersigned"homeowner"certifies that he/she understands the Town of Barnstable Building Department minimum inspection procedures and requirements and that he/she will comply with said procedures and requirements. Signature of Homeowner Approval of Building Official Note: Three-family dwellings containing 35,000 cubic feet or larger will be required to comply with the State Building Code Section 127.0 Construction Control HOMEOWNER'S EXEIMIMON The Code states that: "Any.homeowner performing work for which a building permit is required shall be exempt from the provisions of this section(Section 109.1.1-Licensing of construction Supervisors);provided that if the homeowner engages a person(s)for hire to do such work,that such Homeowner shall act as supervisor." Many homeowners who use this exemption are unaware that they are assuming the responsibilities*of a supervisor (see Appendix Q,Rules&Regulations for Licensing Construction Supervisors,Section 2.15) This lack of awareness often results in serious problems,.particttlarly when the homeowner hires unlicensed persons. In this case;our Board cannot proceed against the unlicensed person as it would with a licensed Supervisor. The homeowner acting as Supervisor is ultimately responsible. To ensure that the homeowner is fully aware of his/her responsibilities,many communities require,as part of the permit application,that the homeowner certify that he/she understands the responsibilities of a Supervisor. On the last page of this issue is a form currently used by several towns. You may care t amend and adopt such a form/certification for use in your community. Q:\wPFRMXFORIvMufldmg permit fu=\EXPRESS.doe Do.=: 1 s 204 s 696 10-24-21312 2:30 Ctf Y: 198522 BARNSTABLE LAND COURT REGISTRY MASSACHUSETTS STATE EXCISE TAX BARNSTABLE LAND COURT REGISTRY Date: 10-24-2012 0 02:30po Ctl:: 13E0 Doc,': 1204696 Fee. $461.70 Cons: $135000.00 QUITCLAIM DEED We, SUMNER M. BARNETT and ADELLE S. BARNETT, as Trustees of THE HAZEL PATH REALTY TRUST, under a Declaration of Trust dated November 4. 1997 and recorded with the Barnstable County Registry of Deeds (Land Court Division) as Document No. 709,467, in consideration of ONE HUNDRED THIRTY FIVE THOUSAND and no/100 ($135,000.00) dollars paid, grant to THOMAS M. ZUBATY and CYNTHIA G. ZUBATY, Husband and Wife, Tenants by the Entirety, of 206 Turtleback Road, Marstons Mills, Barnstable County, Massachusetts BARN13TARL.E COUNTY EXCISE TAX with QUITCLAIM COVENANTS, RARNOTABLE LAND COURT REGISTRY Gate: 10-24-202 D 02:30pm Ctl;: 1330 Doc": 12C14696 The land and buildings described in Exhibit"A" attached. Fa'' ri�•c.4,;ri cons: 9135►'0�1C1;ii+) Property Address: 206 Turtleback Road, Marstons Mills, MA Being the same premises conveyed to the Grantor by deed of Adelle S. Barnett dated November 4, 1997 recorded as Document No. 709,465 with the Barnstable County Registry of Deeds (Land Court Division). See Certificate of Title No. 146519. Witness our hands and seals this day of 2012. SUNtNER M. BARNETT, TRUSTEE A ELLE S. i4RN ST E I t COMMONWEALTH OF MASSACHUSETTS Ili aLe s-eK ' SS On this2-v,—Aday of OC. QQ per , 2012, the undersigned notary public, personally appeared SUMNER M. BARNETT, TRUSTEE and ADELLE S. BARNETT, TRUSTEE, proved to me through satisfactory evidence of identification, which were Ma ID.L. , to be the persons whose names are signed on the preceding or attached document and acknowledged to me they signed it voluntarily or its stated r ose. V Notary Public ' My Commission E ULLIAN J.CHU, y. N&ia .'Pubhc COMMONWEALTH OF.MASSACHUSETTS ' My Commission Expires17 `January r°- 20,2017 t 1012412012 1329 f AWA718M P.0011001 Exhibit A That certain parcel of land situated in the Town of Barnstable, Barnstable County, Massachusetts, more particularly desen'bed as follows: LOT 342 LAND COURT PLAN 30751-F(Sheet 1) Property Address: 206 Turtleback Road,Marston Mills,MA 02648 Yr TRUSTEES' CERTIFICATE WE, SUMNER M. BARNETT and ADELLE S. BARNETT, Trustees of the Hazel Path Realty Trust, under a Declaration of Trust dated November 4, 1997, and recorded with the Barnstable County Registry of Deeds (Land Court Division) as Document No. 709,467; hereby certify that: 1. The trust has not been terminated or amended. 2. That we are the only Trustees of said Trust. 3. That we are authorized to sell the real estate commonly known as 206 Turtleback Road, Marstons Mills, Barnstable County, Massachusetts to Thomas M. Zubaty and Cynthia G. Zubaty for the consideration of$135,000.00 as described in the deed recorded as Document No. 709,465 at said Deeds. 4. That the beneficiaries of said Trust have assented to the sale of said premises to Thomas M. Zubaty and Cynthia G. Zubaty for the consideration of$135,000.00. 5. That the beneficiaries of said Trust are all of majority age. Exer4uted under th pains and penalties of perjury this GL' day of 2012. SUMNER M. BARNETT, TRUSTEE IT EL E S. 1391ITNETY, TR T COMMONWEALTH OF MASSACHUSETTS r��d lest , ss On this S day of Oc.�o�er , 2012, before me,. the undersigned notary public, personally appeared SUMNER M. BARNETT, TRUSTEE and ADELLE S. BARNETT, TRUSTEE, proved to me through satisfactory evidence of identification, which were l & V- L - , to be the persons whose names are signed on the preceding or attached document and acknowledged to me that he/she signed it voluntarily for its i JOHN W. KENNEY ATTORNEY AT LAW 12 CENTER PLACE 1550 FALMOUTH ROAD CENTERVILLE, MASSACHUSETTS 02632 TELEPHONE 771-9300 FAX NO. 775-6029 AREA CODE SOB e-mail:John@jwkesq.com September 17, 2014 Thomas Perry, Building Commissioner Town of Barnstable Building Division 200 Main Street Hyannis, Massachusetts 02601 Re: Determination of Buildability of Undersized Lot Lot 342 on Land Court Plan 30751-F Assessors Map 063, Parcel 021 Dear Mr. Perry: I have been asked to render an opinion whether the lot shown as Lot 342 on Land Court Plan 30751-F registered n the Barnstable Registry District of the Land Court, constitutes a buildable lot for zoning purposes. In response to the request, I have caused the records at the Barnstable County Registry of Deeds to be researched. I have also reviewed the Town of Barnstable Zoning Ordinance and Zoning Map. Based upon my review of the results of the search of the records at the Barnstable County Registry of Deeds, the Zoning Ordinance, and the Zoning Map, it is my opinion that Lot 342 on Land Court Plan 30751-F constitutes a buildable lot for zoning purposes. This opinion is based upon the following: 1. Lot 342 was originally established on a plan of land dated April, 1970. The plan is registered in the Land Court Division of the Barnstable County Registry of Deeds as Land Court Plan 30751-F. A copy of Land Court Plan 30751-F is attached hereto as Exhibit A for your review. 2. Lot 342 is shown on the Town of Barnstable Assessor's Map 063, as Parcel 021. According to the Assessor's records the parcel contains 1.01 acres. A copy of the Assessor's Map 063 showing Parcel 021 is attached hereto as Exhibit B for your review. A copy of the Assessor's Records showing the parcel contains 1.01 acres is attached hereto as Exhibit C for your review. 3. At the time of the creation of Lot 342 in April, 1970, the parcel was located in the RF Residential Zoning District. i John W. Kenney Attorney At Law Mr. Thomas Perry, Building Commissioner September 17, 2014 Page 2 4. The RF Residential Zoning District requires lots to have a lot area of at least 43.560 square feet and 150 feet of frontage. Lot 342 met the requirements of the RF District at the time of its creation in 1970. 5. On October 26, 2000 the Resource Protection Overlay District (Section 240- 36) was adopted in the Barnstable Zoning Ordinance. This overlay district increases the minimum lot are requirements for lots within the overlay district to 87,120 square feet. 6. On October 26, 2000 Section 240-91 G was adopted and added to the Zoning Ordinance. Section 240-91 G exempts lots for single-family use from any increase in area frontage, width, yard or depth requirements of the Resource Protection Overlay District provided the lot conformed to the bulk requirements of the zoning Ordinance immediately prior to November 16, 2000. 7. Immediately prior to November 16, 2000 the bulk requirements for the RF District required a minimum lot area of 43,560 square feet and minimum lot frontage of 150 feet. 8. Lot 342 conformed to the bulk requirements of the Zoning Ordinance for lots in the RF Residential Zoning District immediately prior to November 16, 2000 in that it contains 1.01 acres (according to the Assessor's records) and has in excess of 150 feet of frontage, Based upon the foregoing, it is my opinion that Lot 342 on Land Court Plan 30751-F (shown on Assessor's Map 063 as Parcel 021) meets the Bulk Requirements of the RF District; is exempt from the provisions of Section 240-36 Resource Protection Overlay District because it meets the requirements of Section 240-91 G of the Zoning Ordinance; and for zoning purposes, is a buildable lot and may be built upon for residential purposes. I f John W. Kenney Attorney At Law Mr. Thomas Perry, Building Commissioner September 17, 2014 Page 3 No opinion is rendered on the effects of Board of Health regulations and/or Conservation Commission regulations on Lot 342. Very truly yours, 1, � 6dohn W. Kenney, E q. JWK/bp Enclosures Cc: Thomas and Cynthia Zubaty r _ _ Torm LCI,$•3. YM-10469/7651 - srnzl�I'vl�;�r'rs 11,414 OP LAW) IN TAIMS`PAr.LE Barnstable Survoy Consultants Inc., Surveyors 3075+ � 1r 1 April 1970 SHEET EIBIT F I tAU n . P;'@ rl7.5�149�88 OCD 86 1 �e. MILL ;s•o Ft. Wioq� _+'�..a 75. �t58"• � c.a, C•2B6.gg �y bE fYl* 'R; I O n� 61.4YS 17 5.00 , 4-7 7s•00 D. IL•89 67,i1 1 7L8a••. m 7 475.01 150.00 Iz Zfl v •JI 0 W ,u wLA � �, t�20Z•�sti • 34l 340 � m NO S .= 1 339 N N N m a Iv 338 , � , N337 : 0 336 11 '' 33M 41P5 33.0 - 175.00 475.00 175.00 I 3'; 20070- *. IS6.50 174.81 e l7 5.00 1 - • , 174-32 "ge* - SSE S�s Y�•�o ID w W W m N 4 8 .41 IAA 342 343 n °0 378 0 .8 379 n" �'�0 � M 1n rn 344 N„ 34.5 p1 0� '� 10 N ro m tU •� N Pi,, r t h a 185.71 Q 6y Q ',1 f ,� 5.00 In 8� J? µ, ^.W M 17 p,�b,; N ,�, •�� aj p A, �5' S9.1541115.85. 475.00 • 14500� 1us8800oc�.' n p w,p Q 0 0 /•' 96•Q.a, .e 5tt 30 00• rti C j{; caon.d,--.HAZEL,,., E PATH, y 1t3.s� fi .9't9.e4 180.00 - Z07..59 1L�.t987a� h i- ° 4 �. 4- 86 00 3 „0 p rr3 6z. N O o �,1n g0 0 346 e, 8 NN �� 38I mm +e r' 347 Q 380 N� .�N Z73.1s ry� a $s sus a •ate► m o) 04 S -ad 00t N 2 9 3 G.17 rQ m a 9 0 �d1• �: s 3 4r,3.88 ' 'ga o0 3 o in351 trI r3 Kati � a1 03 ', u Aa - 348 •4•a .;'s .sr.? aS5 f 3 �° � 3 z a, 77 4. 1 , sA N� 350 0ry ,•,a� „ ti .fee Akeei3 y. dy Nh9�0 0Oq �• mt 61 61► •m, cq� ,V, `� n v... Qi y\24'' 0 382,-tiv ^ �� Q) is 1►!o o e. vm m 352 •� •s° a. 349 N 41 0 -, a % =1 S376 ao t5O00 F� o`PA-(rl �� \3 t !etSheef.3 y \5 4rAE r+ \ Ngg g R r�Vl 383 1 353 357 i Subdivision of t.-,t i ?�,� 'r'hru P75 Shown on Plan 30•1.I.n Filed with Cort. of 7'it:1e 'go. 36923 Registry Uigtri.ct of Barnstable County Separate certificates of title may he Issued for land shown hereon a�dnn fb��te x 12ds.C9tra_9�6_fEv u ago ay the court. Copy a,r art ofplen -r?kd ,n -_ LAND RMSTRA MAI 0MCE S`�P nfl JU.VE S. /970 - its /SAL/!� � .C�f/ _�• hie pfe�ft0 Fwn}M of ' EXHIBIT a e B Town of Barnstable Geographic Information System September W,2014 r 646097 �� 0630" 11 #2s0 �. /' 046104 q✓/ �� 063023 i #251 i 033 083028 0630222. 38 #ts, 04e103 #178 083021 #206 T ? t`046135 g #16 r ..yh. 4Cr o4s,3s 063082 WNlSTLEBERRV DR �r �,�` -0_=- ---37-Feet,-,.., _,--Fy _ z__�.-n. d ... �� 30a3 O63.3 .� DISCLAIMERS:TNs map Is for planning purposes only.n b not adequate for legal Map:063 Parcel:021 t,.ndwy eetermiragon a regulatory interpretation. Enlargements beyond a scale of Owner:ZUBATY,THOMAS M&CYNTHIA G Total Assessed Value:$127100 Selected Parcel 1'=t00'may not meet esladished map atxurary steMards.The parcel lines on Ws map y E are only phic rep of A—es tax parcels.They are not true pro Co-Owner: Acreage:1.01 acres Abutters b—lodes and do not represent accurate relationships to physical features on the map such as bu0ding locations. Location:206 TURTLEBACK ROAD Buffer ///, Print Page EXHIBIT Page 1 of 3 I a t C 8 Print this page :] • Owner Information - Map/Block/Lot: 063 /021/-Use Code: 1300 Owner Map/Block/Lot GIS MAPS ZUBATY, THOMAS M & 063 /021/ Owner Name as of CYNTHIA G Property Address 1/1/13 PO BOX 1432 206 TURTLEBACK ROAD SAGAMORE BEACH, MA. 02562 Co-Owner Name Village: Marstons Mills Town Sewer At Address: No GIS Zoning Value: RF • Assessed Values 2014 - Map/Block/Lot: 063 /021/-Use Code: 1300 2014 Appraised Value 2014 Assessed Value Past Comparisons Building $ 0 $ 0 Year Total Assessed Value: Value Extra $ 0 $ 0 2013 - $ 165,200 Features: 2012 - $ 160,700 Outbuildings: $ 0 $ 0 2011 - $ 160,700 Land Value: $ 127,100 $ 127,100 2010 - $ 163,3002009 - $ 170,900 2008 - $ 178,100 2014 Totals $ 127,100 $ 127,100 2007 - $ 178,100 • Tax Information 2014 -Map/Block/Lot: 063 /021/- Use Code: 1300 Taxes C.O.M.M. FD Tax $ 191.92 (Residential) Community Preservation $ 34.77 Act Tax Town Tax (Residential) $ 1,159.15 Fiscal Year 201.4 TAX.RATES HERE 1,385.84 http://www.townofbamstable.us/Assessing/print l 4.asp?ap=0&searchparcel=063 021 9/17/2014 IPrintPage Page 2 of 3 • Sales History -Map/Block/Lot: 063 /021/-Use Code: 1300 History: Owner: Sale Date Book/Page: Sale Price: ZUBATY, THOMAS M & CYNTHIA G 2012-10-24 C198522 $135000 BARNETT, SUMNER M & ADELLE S TRS 1997-11-14 C 146519 $0 BARNETT, ADELLE S . 1993-02-15 C129340 $1 BARNETT, SUMNER M& ADELLE 1981-06-12 C85789 $0 • Photos 063 /021/-Use Code: 1300 There are not any photos for this parcel • Sketches -Map/Block/Lot: 063 /021/-Use Code: 1300 A sketch is not available for this parcel. AsBuilt Card N/A • Constructions Details -Map/Block/Lot: 063 /021/- Use Code: 1300 Land USE CODE 1300 Lot Size (Acres) 1.01 Appraised Value $ 127,100 Assessed Value $ 127,100 Construction details are not available for this parcel. • Outbuildings & Extra Features - Map/Block/Lot: 063/021/- Use Code: 1300 There are not any extra building features on record at this time. • Sketch Legend Property Sketch Legend B2N Barn-any 2nd story area FPC Open Porch Concrete Floor REF Reference Only BAS First Floor, Living Area FTS Third Story Living Area SOL Solarium (Finished) BMT Basement Area FUS Second Story Living Area SPE Pool Enclosure (Unfinished) (Finished) BRN Barn GAR Garage TQS Three Quarters Story (Finished) CAN Canopy GAZ Gazebo UAT Attic Area(Unfinished) CLP Loading Platform GRN Greenhouse UHS Half Story(Unfinished) http://www.townofbamstable.us/Assessing/print 14.asp?ap=0&searchparcel=063021 9/17/2014 i Print Page Page 3 of 3 FAT Attic Area(Finished) GXT Garage Extension Front UST Utility Area(Unfinished) FCP Carport KEN Kennel UTQ Three Quarters Story (Unfinished) FEP Enclosed Porch MZ1 Mezzanine, Unfinished UUA Unfinished Utility Attic FHS Half Story(Finished) PRG Pergola UUS Full Upper 2nd Story (Unfinished) FOP Open or Screened in PRT Portico WDK Wood Deck Porch PTO Patio http://www.townof bamstable.us/Assessing/print l 4.asp?ap=0&searchparcel=063 021 9/17/2014 J Massachusetts -Department of Public Safety Board of Building Regulations and Standards Construction Supervisor License: CS-051422 ROBERT F LONG-` ' 158 CHARLES McCOQM NEW BEDFORWNIA Expiration Commissioner 05/12/2015 i • I • .bula I. b 14mv I I I AID[U b0 'A J9 /C• — 2h 0 2'` v 0'1 OA111 r S P - - I L t V& 7rW 3 0 I Al f'LAti,P �� lrn:eOs��l�k�f I � ►Alei i T PI .4 B J•' 4 E L- ' i�tlus� I BEAM � Io4unn�J - v4IIMI C13'-Mkv 4d "Is I -filC (o Mk To af1=L� 1 � AA�c � II ca 3-134- qr/4 �M - -- x 15_. i . I s��cnlr �s�J' ta uS Z�/3�`� 9� !Aotis �y :ro, 21:(,j�o,lx L-�Z r. .a 6r2 ! act c!T Fu tokbj n, B I I ' F44 5 r rP�M hv6i m mm BF.iLIr- o zx a4a Fick.. YJVt,EL.4Cejd 74 p, I 9 ` • 1 � I � I I I ` i i � I � � I I �F �t5'C ��. I I j • � � I I I I I I I i I t I I I ' � �pFES 10<ia'�; I I I I � i Page 1 of 3 TOWN OF 19A.Irl AWCGuidetIffop Copst Auction in High Wind Areas: 110 mph Wind Zone Chi ckk IstloACEorlApliance (780 CM 51.00) lob�'� _ Turtleback Road - Marstons Mills, MA Location I DIVrq-1 , Lot 21 Plan Subdivision_Turtleback Road Name Address Phone License Owner 158 Charles Mc Combs Blvd. New Bedford,Ma 02745 (508)995-8240 N/A Contractor song Built Homes,Inc. 158 Charles Mc Combs Blvd. Robert F.Long New Bedford,Ma 02745 (508)995-8240 C/S 051422 Engineer William 0. Bishop 5263 Wylie Lane Structural ) Port Charlotte,FI 33981 (508)328-5544 Reg. 29488 Check Compliance 1.1 SCOPE Wind Speed(3-sec.gust)............................................................................................. r—Y—es-1 110 mph rq Wind Exposure Category............................................................................................. I Yes I B I J 1.2 APPLICABILITY 44o r H Number of Stories(a roof which exceeds 8 in 12 slope shall be considered a story) r'2 1 stories 5 2 stories Roof Pitch................................................. (Fig 2) ........................................... I 8:12 15 12:12 I J Mean Roof Height....................................... (Fig 2) ........................................... 1 20 1ft<33' I J Building Width,W....................................... (Fig 3) ........................................... I 56 1ft<R0' I J Building Length,L....................................... (Fig 3) ........................................... 1 71 Ift<80' I J Building Aspect Ratio(LAN).......................... (Fig 4) ........................................... 1 1.5 1<_3:1 I J Nominal Height of Tallest Opening`............... (Fig 4) ........................................... I 6'8" 1<6'8" J 1.3 FRAMING CONNECTIONS General compliance with framing connections...... (Table 2) ......................................................... I Yes r� 2.1 FOUNDATION Foundation Walls meeting requirements of 780 CMR 5404.1 Concrete....................................................................................................................... Yes F-77 ConcreteMasonry.......................................................................................................... I N/A I I J I 2.2 ANCHORAGE TO FOUNDATION1'3 5/8"Anchor Bolts imbedded or 5/8"Proprietary Mechanical Anchors as an alternative in concrete only tr Bolt Spacing-general(width)................... (Table 4) ........................................... 38 in. ) S o_ G I�TI Bolt Spacing-general(length)................... (Table 4) ........................................... I 56 1 in. I J Bolt Spacing from endrjoint of plate....... (Fig 5) ........................................... 1 12 1 in.<_6"-12" I J Bolt Embedment-concrete................. (Fig 5) ........................................... 1 8 in.>7" I J Bolt Embedment-masonry................. (Fig 5) ........................................... I N/A 1 in.>_15" I J I Plate Washer.................................... (Fig 5) ........................................... 1 Yes +>3"x 3"x 114" 1 v I 3.1 FLOORS -77 Floor framing member spans checked........... (per 780 CMR Chapter 55)........................................ Yes r Maximum Floor Opening Dimension.............. (Fig 6) ....................... 1 3'-4"x 8'-10" Ift<_12' 1 J Full Height Wall Studs at Floor Openings less than 2'from Exterior Wall(Fig 6).............................. I Not Required I I J Maximum Floor Joist Setbacks Supporting Loadbearing Walls or Sheannrall........... (Fig 7) .................................. I N/A 1ft<_d F77 Maximum Cantilevered Floor Joists i Page 2 of 3 Supporting Loadbearing Walls or Shearwall........... (Fig 8) .................................. N N/A Ift<_d �J Floor Bracing at Endwalls............................ (Fig 9) ......................................................... M Yes N J Floor Sheathing Type.................................. (per 780 CMR Chapter 55)......................................... M O.S.B. k J Floor Sheathing Thickness.......................... (per 780 CMR Chapter 55)......................................... k 3/4 in. J Floor Sheathing Fastening........................... (Table 2) ........................ M d nails at �—( in edge/ N 12 infield J 4.1 WALLS Wall Height r� Loadbearing walls.......................... (Fig 10 and Table 5)....................................................... 9'_g„ ft<10' 1 1 Non-Loadbearing walls.................... (Fig 10 and Table 5)....................................................... N 11'-5" (ft<_20' J Wall Stud Spacing................................. (Fig 10 and Table 5)....................................................... N 16 (in.<24"O.C. k J Wall Story Offsets.................................. (Figs 7&8).................................................................. N N/A (ft s d k J 4.2 EXTERIOR WALLS3 Wood Studs Loadbearing walls............................. (Table 5) ........ 2x n - r-87 ft 1 17 in. F77 Non-Loadbearing walls...................... (Table 5) ........ 2x M 6 ( - 1 8 1 ft M Olin. N J Gable End Wall Bracing' Full Height Endwall Studs................ (Fig 10) ..................................................r__Y`es7 777 WSP Attic Floor Length........................ (Fig 11) .............i.............................. M N/A 1ft>_W/3 M J Gypsum Ceiling Length(if WSP not used) (Fig 11) ........................................... M N/A l ft>_0.9W J and 2 x 4 Continuous Lateral Brace @ 6ft.O.0....(Fig 11)..........................................I N/A i J or 1 x 3 ceiling furring strips @ 16"spacing min.with 2 x 4 blocking @ 4 ft.spacing in end joist or truss bays Yes I M J ( Double Top Plate Splice Length.................................... (Fig 13 and Table 6)................................. 2 to 6Ift r-77 Splice Connection(no.of 16d common nails) (Table 6)............................................... (I 4 to 24 M J Loadbearing Wall Connections Lateral(no.of 16d common nails)...... (Table 7) ......................................................... 334 F-77 Non-Loadbearing Wall Connections Lateral(no.of 16d common nails)..... (Table 8) ......................................................... r 77 Load Bearing Wall Openings(record largest opening but check all openings for compliance to Table 9) Header Spans................................... (Table 9) ........................ M ft r-07 in. 511' F77 Sill Plate Spans................................. (Table 9) ........................ N 6 Ift 1 0 (in. 511' M J I Full Height Studs(no.of studs)............ (Table 9) ........................ ....... ............. 3 N J Non-Load Bearing Wall Openings(record largest opening but check all openings for compliance to Table 9) Header Spans................................... (Table 9) ........................ nft r__O7in. 512' Sill Plate Spans................................. (Table 9) ........................ N 6 (ft 1 0 (in. s12' M J Full Height Studs(no.of studs)............ (Table 9) ............................... ............ 3 1 J Exterior Wall Sheathing to Resist Uplift and Shear Simultaneously" Minimum Building Dimension;W Nominal Height of Tallest Opening2.......................................................................... 6'-8" 15 6'8" Sheathing Type............................... (note 4) ................................................. r 7/16"O.S.B. I K J Edge Nail Spacing........................... (Table 10 or note 4 if less).......................... M 6 1 in. r J Field Nail Spacing........................... (Table 10) ................................................. N 12 I in. k J Shear Connection(no.of 16d common nails)(Table 10)............................................ 1 3 N J Percent Full-Height Sheathing............ (Table 10) ................................................. N 53 1% M J 5%Additional Sheathing for Wall with Opening>6'8"(Design Concepts).........................r N/A I N J Maximum Building Dimension,L Nominal Height of Tallest O enin z 5 Sheathing Type............................... (note 4) ................................................. 7/16"O.S.B. I N J Edge Nail Spacing........................... (Table 11 or note 4 if less).......................... k 6 1 in. k J Field Nail Spacing............................. (Table 11) ................................................. 1 12 l in. N J Shear Connection(no.of 16d common nails)(Table 11)........................................... M 3 1 M J Percent Full-Height Sheathing............ (Table 11) ................................................ 50 1% M J 1 5%Additional Sheathing for Wall with Opening>6'8"(Design Concepts).........................I N/A I N J 1 Wall Cladding Rated for Wind Speed?...................................................................................................................1 110 mph rV7 5.1 ROOFS Roof framing member spans checked?............. (For Rafters use AWC Span Tool,see BBRS Website) N Truss 777 Roof overhang........................................... (Figure 19)........................ nft s smaller of 2'or U3 N J Truss or Rafter Connections at Loadbearing Walls I i Page 3 of 3 Proprietary Connectors Uplift............................................. (Table 12) .................................... U = 554 plf Lateral........................................... (Table 12) .................................... L = 264 Jplf J Shear............................................ (Table 12) .................................... S = 116 J plf l J J Ridge Strap Connections,if collar ties not used per page 21...(Table 13)....................... T = J N/A I plf J J Gable Rake Outlooker................................. (Figure 20:............................... r 8"Solid Jft<_smaller of Z or U2 [ J J Truss or Rafter Connections at Non-Loadbearing Walls Proprietary Connectors Uplift............................................. (Table 14) .................................... U = J 417 Jlb. Lateral(no.of 16d common nails....... (Table 14) .................................... L = J 148 J lb. J J J Roof Sheathing Type................................... (per 780 CMR Chapters 58 and 59)............. O.S.B. J J J Roof Sheathing Thickness.................................................................................... 5/8 {in.z 7/16"WSP J J J Roof Sheathing Fastening............................ (Table 2) ................................................. I 4"&4" Notes: 1 This checklist shall be met in its entirety,excluding the specific exception noted in 2,to comply with requirements of 780 CMR 51.00 Item 1.If the checklist is met in its entirety then the following metal straps and hold downs are not required per the WFCM 110 mph guide: a. Steel Straps per Figure 5 b. 20 Gage Straps per Figure 11 c. Uplift Straps per Figure 14 d. All Straps per Figure 17 e. Corner Stud Hold Downs per Figure 18a and Figure 18b 2 Exception:Opening heights of up to 8ft.Shall be permitted when 5%is added to the percent full-height sheathing requirements shown in Tables 10 and 11. 3 The bottom sill plate in exterior walls shall be a minimum 2 in.nominal thickness pressure treated#2-grade. 4 a. From Tables 10 and 11 and location of wall sheathing and Building Aspect Ratio, determine Percent Full-Height Sheathing and Nail Spacing requirements b. Wood Structural Panels shall be minimum thickness of 7/16"and be installed as follows: i. Panels shall be installed with strength axis parallel to studs. ii. All horizontal joints shall occur over and be nailed to framing. iii. On single story construction,panels shall be attached to bottom plates and top member of the double top plate. iv. On two story construction,upper panels shall be attached to the top member of the upper double top plate and to band joist at bottom of panel. Upper attachment of lower panel shall be made to band joist and lower attachment made to lowest plate at first floor framing. v. Horizontal nail spacing at double top plates,band joists,and girders shall be a double row of 8d staggered at 3 inches on center per attached drawings :Vertical and Horizontal Nailing for Panel Attachment I REScheck Software Version 4.5.0 Compliance Certificate �A �� 2014 OCT I U AiI 05 Project Turtleback Road Energy Code: 2012 IECC DIVISION Location: Marstons Mills, Massachusetts Construction Type: Single-family Project Type: New Construction Conditioned Floor Area: 0 ft2 Glazing Area 16% Climate Zone: 5 (6137 HDD) Permit Date: Permit Number: Construction Site: Owner/Agent: Designer/Contractor: 21 Turtleback Road Bob Long Jay Malaspino Marstons Mills, MA Long Built Homes Long Built Homes 158 Charles McComb 158 Charles McComb New Bedford, MA 02745 New Bedford, MA 02745 508-995-8240 508-995-8240 boblong5775@aol.com jmalaspino@longbuilthomes.com . trade-off Compliance: 0.0%Better Than Code Maximum UA: 395 Your UA: 395 The%Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home. Envelope Assemblies Gross Area Glazing Cavity Cont. Assembly or R-Value R-Value or Door UAi Perimeter U-Factor Ceiling 1: Flat Ceiling or Scissor Truss 1,909 42.0 0.0 0.028 53 Comment:flat blown in Ceiling 2: Flat Ceiling or Scissor Truss 431 48.0 0.0 0.026 11 Comment: vaulted batt Wall 1: Wood Frame, 16"D.C. 642 19.0 0.0 0.060 29 Comment:front Window:JW-3465-2:Vinyl Frame, Double Pane with Low-E 92 0.300 28 Comment:front Door: 3'0"x 6'8" Front 1 Sidelite: Solid 29 0.350 10 Comment: Front Entry 1 Sidelite Door: 2'8"x 6'8" Fire:Solid 39 0.160 6 Comment: Front 1st 20 Minute Fire Door Garage Wall 2: Wood Frame, 16"D.C. 642 19.0 0.0 0.060 27 Comment: rear Window:JW-3465-2:Vinyl Frame, Double Pane with Low-E 61 0.300 18 Comment: rear Window:JW-3465:Vinyl Frame, Double Pane with Low-E 77 0.300 23 Comment: rear Window:JW-2024:Vinyl Frame, Double Pane with Low-E 5 0.300 1. Comment: rear Window:JW-3465-2:Vinyl Frame, Double Pane with Low-E 31 0.300 9 Comment: rear Project Title: Turtleback Road Report date: 10/10/14 Data filename: S:\Files\Construction\Reports\Rescheck\Singles\Turtleback Road\Turtleback Road.rck Page 1 of 9 I Gross Area Cavity Cont. Glazing Door UA Perimeter U-Factor Window:JW-3465 w/transom:Vinyl Frame, Double Pane with Low-E 19 0.300 6 Comment: Rear Wall 3:Wood Frame, 16"o.c. 509 19.0 0.0 0.060 29 Comment: right Window:JW-3465:Vinyl Frame, Double Pane with Low-E 15 0.300 5 Comment: right Window:JW-2442-21: Vinyl Frame, Double Pane with Low-E 14 0.270 4 Comment: right Wall 4: Wood Frame, 16" o.c. 509 19.0 0.0 0.060 26 Comment: left Window:JW-2024:Vinyl Frame, Double Pane with Low-E 19 0.300 6 Comment: left Window:JW-2442-21:Vinyl Frame, Double Pane with Low-E 14 0.270 4 Comment: left Door: 6'0"x 6'8"Slider: Glass 40 0.290 12 Comment: Left Slider Wall 5: Wood Frame, 16"o.c. 136 13.0 0.0 0.082 11 Comment: stairwell Floor 1: All-Wood joist/Truss, Over Unconditioned Space 2,329 30.0 0.0 0.033 77 Compliance Statement: The proposed building design described h re is consistent with the building plans, specifications, and other. calculations submitted with the permit application.The propo d bu ing as been designed to meet the 2012 IECC requirements in REScheck Version 4.5.0 and to comply with the mandatory re4 eme lis n e REScheeck Inspection Checklist. (\ Jay Malaspino Name-Title Signatu Date 1, r Project Title: Turtleback Road Report date: 10/10/14 Data filename: S:\Files\Construction\Reports\Rescheck\Singles\Turtleback Road\Turtleback Road.rck Page 2 of 9 I CREScheck Software Version 4.5.0 NJ/ Inspection Checklist Energy Code: 2012 IECC Requirements: 100.0% were addressed directly in the REScheck software Text in the "Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section Plans Verified Field Verified # Pre-Inspection/Plan Review Value Value Complies? Comments/Assumptions & Req.ID 103.1, '.Construction drawings and ❑Complies :Requirement will be met. 103.2 :documentation demonstrate ❑Does Not [PR1]1 :energy code compliance for the AD ;building envelope. ❑Not Observable ❑Not Applicable 103.1, 'Construction drawings and ❑Complies ;Requirement will be met. 103.2, documentation demonstrate ❑Does Not 403.7 energy code compliance for [PR311 lighting and mechanical systems. ❑Not Observable Systems serving multiple ❑Not Applicable ; dwelling units must demonstrate ,compliance with the IECC Commercial Provisions. 302.1, Heating and cooling equipment is: Heating: Heating: ;❑Complies ;Requirement will be met. 403.6 sized per ACCA Manual S based I Btu/hr Btu/hr ;❑Does Not [PR212 on loads calculated per ACCA pj Manual J or other methods Cooling: Cooling: ;❑Not Observable approved by the code official. ; Btu/hr Btu/hr ❑Not Applicable I Additional Comments/Assumptions: 11 High Impact(Tier 1) 12 J Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Turtleback Road Report date: 10/10/14 Data filename: S:\Files\Construction\Reports\Rescheck\Singles\Turtleback Road\Turtleback Road.rck Page 3 of 9 I 2012 IECC Foundation Inspection Complies? Comments/Assumptions 303.2.1 A protective covering is installed to ;❑Complies ;Requirement will be met. [F011]z protect exposed exterior insulation UDoes Not I and extends a minimum of 6 in.below ;❑Not Observable', grade. ❑Not Applicable 403.8 Snow-and ice-melting system controls;❑Complies :Exception: Requirement is not applicable. [FO12]2 installed. ;❑Does Not AJ :[-]Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Turtleback Road Report date: 10/10/14 Data filename: S:\Files\Construction\Reports\Rescheck\Singles\Turtleback Road\Turtleback Road.rck Page 4 of 9 Section Plans Verified Field Verified # Framing/Rough-In Inspection Value Value Complies? Comments/Assumptions & Req.ID 402.1.1, Door U-factor. U- ; U- ;❑Complies :See the Envelope Assemblies 402.3.4 :❑Does Not :table for values. [FRl]1 '❑Not Observable ;❑Not Applicable 402.1.1, Glazing U-factor(area-weighted U- ; U- ;❑Complies -See the Envelope Assemblies 402.3.1, average). ;❑Does Not :table for values. 402.3.3, ❑ 402.3.6, ; ' Not Observable ' 402.5 ;❑Not Applicable [FR2]1 ; 303.1.3 ;U-factors of fenestration products ❑Complies ;Requirement will be met. [FR4]1 'are determined in accordance ❑Does Not with the NFRC test procedure or taken from the default table. [-]Not Observable ❑Not Applicable 402.4.1.1 'Air barrier and thermal barrier ❑Complies ,Requirement will be met. [FR23]1 :installed per manufacturer's ❑Does Not instructions. • 1[-]Not Observable ❑Not Applicable 402.4.3 Fenestration that is not site built ❑Complies ;Requirement will be met. [FR20]1 is listed and labeled as meeting ❑Does Not AAMA/WDMA/CSA 101/I.S.2/A440 ❑Not Observable or has infiltration rates per NFRC '400 that do not exceed code ❑Not Applicable limits. 402.4.4 IC-rated recessed lighting fixtures ❑Complies 'Requirement will be met. [FR16112 sealed at housing/interior finish ❑Does Not ID and labeled to indicate<_2.0 cfm ❑Not Observable leakage at 75 Pa. ---][]Not Applicable 403.2.1 'Supply ducts in attics are R- R- ;❑Complies .Requirement will be met. [FR12]1 insulated to>_R-8.All other ducts ; R- R- ;❑Does Not , in unconditioned spaces or ;outside the building envelope are I❑Not Observable insulated to >_R-6. ;❑Not Applicable 403.2.2 All joints and seams of air ducts, ❑Complies ;Requirement will be met. [FR13]1 'air handlers,and filter boxes are ❑Does Not ,sealed. ❑Not Observable ❑Not Applicable 403.2.3 Building cavities are not used as ❑Complies Requirement will be met. [FR15]3 ducts or plenums. ❑Does Not ; A (-]Not Observable ; ❑Not Applicable 403.3 HVAC piping conveying fluids R- R- :❑Complies Requirement will be met. [FR17]2 above 105°F or chilled fluids ;❑Does Not below 55 QF are insulated to>_R- 3 ![-]Not Observable ❑Not Applicable 403.3.1 Protection of insulation on HVAC ❑Complies ;Requirement will be met. [FR24]2 piping. ❑Does Not ❑Not Observable . ❑Not Applicable 403.4.2 Hot water pipes are insulated to R- R- ;❑Complies -Requirement will be met. [FR18]2 >_R-3. :❑Does Not BJ ;❑Not Observable ❑Not Applicable 11 High Impact(Tier 1) 12 J Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) i Project Title: Turtleback Road Report date: 10/10/14 j Data filename: S:\Files\Construction\Reports\Rescheck\Singles\Turtleback Road\Turtleback Road.rck Page 5 of 9 Section Plans Verified Field Verified Framing/Rough-In Inspection Complies? Comments/Assumptions' &.Req.ID Value Valuer 403 1 Automatic or gravity dampers are ❑Complies :Requirement will be met. (FR19)z installed on all outdoor air ❑Does Not J intakes and exhausts. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: i 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Turtleback Road Report date: 10/10/14 Data filename: S:\Files\Construction\Reports\Rescheck\Singles\Turtleback Road\Turtleback Road.rck Page 6 of 9 Section Plans Verified Field Verified # Insulation Inspection Value Value Complies? Comments/Assumptions & Req.ID 303.1 JAII installed insulation is labeled ❑Complies ;Requirement will be met. [IN13]2 or the installed R-values ❑Does Not provided. ❑Not Observable ❑Not Applicable 402.1.1, :Floor insulation R-value. R- ; R- ;❑Complies ;See the Envelope Assemblies 402.2.E ;❑ Wood ;❑ Wood :❑Does Not ;table for values. [IN1]1 I❑ Steel ❑ Steel � ;❑Not Observable ❑Not Applicable ; 303.2, .;Floor insulation installed per ❑Complies ;Requirement will be met. 402.2.7 !manufacturer's instructions,and ❑Does Not [IN2]1 ;in substantial contact with the 0 :underside of the subfloor. ❑Not Observable ❑Not Applicable j 402.1.1, ;Wall insulation R-value.If this is a; R- R- ;❑Complies ;See the Envelope Assemblies 402.2.5, :mass wall with at least 1/2 of the ;❑ Wood ❑ Wood j❑Does Not ;table for values. 402.2.6 :wall insulation on the wall ;El mass ❑ Mass ;❑Not Observable [IN3] ,exterior,the exterior insulation ® ;requirement applies (FR10). ;❑ Steel ❑ Steel ❑Not Applicable I I ; ; 1 I I 1 I 1 303.2 ;Wall insulation is installed per f JOComplies ;Requirement will be met. [IN4]1 :manufacturer's instructions. ❑Does Not ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Turtleback Road Report date: 10/10/14 Data filename: S:\Files\Construction\Reports\Rescheck\Singles\Turtleback Road\Turtleback Road.rck, Page 7 of 9 Section Plans Verified Field Verified # Final Inspection Provisions Value Value Complies? Comments/Assumptions & Req.ID 402.1.1, •Ceiling insulation R-value. R- R- ;❑Complies ;See the Envelope Assemblies 402.2.1, ❑ Wood ;❑ Wood ;❑Does Not table for values. 402.2.2, ❑ Steel ;❑ Steel ;❑Not Observable 402.2.6 [Fill' :ONot Applicable 303.1.1.1,'Ceiling insulation installed per ❑Complies Requirement will be met. 303.2 'manufacturer's instructions. ❑Does Not [FI2]1 :Blown insulation marked every 300 ft2. []Not Observable ❑Not Applicable 402.2.3 Vented attics with air permeable ❑Complies ;Requirement will be met. [FI22]2 insulation include baffle adjacent ❑Does Not to soffit and eave vents that extends over insulation. ❑Not Observable ❑Not Applicable 402.2.4 Attic access hatch and door R- R- ' Complies ;Requirement will be met. [FI3]1 insulation >_R-value of the ❑Does Not adjacent assembly. ❑Not Observable ; ❑Not Applicable 402.4.1.2 Blower door test @ 50 Pa. <=5 : ACH 50 = ACH 50 = ;❑Complies Requirement will be met. [FI17]1 :ach in Climate Zones 1-2,and ;❑Does Not <=3 ach in Climate Zones 3-8. ❑Not Observable ❑Not Applicable 402.4.2 Wood-burning fireplaces have ❑Complies ;Exception: Requirement is [FI8]2 tight fitting flue dampers and ❑Does Not :not applicable. J outdoor air for combustion. ❑Not Observable 1ElNot Applicable 403.2.2 Duct tightness test result of<=4 ' cfm/100 cfm/100 ;❑Complies .Requirement will be met. [F14]1 cfm/100 ft2 across the system or ' ft2 ft2 �❑Does Not <=3 cfm/100 ft2 without air handler @ 25 Pa. For rough-in ❑Not Observable tests,verification may need to ❑Not Applicable occur during Framing Inspection. 403.2.2.1 :Air handler leakage designated ❑Complies ;Requirement will be met. (FI24]1 by manufacturer at<=2%of ❑Does Not design air flow. ❑Not Observable , ❑Not Applicable 403.1.1 Programmable thermostats ❑Complies Requirement will be met. [F19]2 installed on forced air furnaces. ❑Does Not J ❑Not Observable 11:lNot Applicable 403.1.2 Heat pump thermostat installed ❑Complies 'Exception: Requirement is [FI10]2 on heat pumps. ❑Does Not :not applicable. J []Not Observable IE]Not Applicable 403.4.1 1 Circulating service hot water ❑Complies 'Exception: Requirement is [Fill]2 systems have automatic or ❑Does Not not applicable. 0 accessible manual controls. ❑Not Observable IE:]Not Applicable 403.5.1 All mechanical ventilation system ❑Complies :Requirement will be met. [FI25]2 fans not part of tested and listed ❑Does Not HVAC equipment meet efficacy and air flow limits. ❑Not Observable 1ElNot Applicable i 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: Turtleback Road Report date: 10/10/14 Data filename: S:\Files\Construction\Reports\Rescheck\Singles\Turtleback Road\Turtleback Road.rck Page 8 of 9 i section Plans Verified Field Verified # Final Inspection Provisions Value Value Complies? Comments/Assumptions & Req.ID 403.9.1 Readily accessible switch on ❑Complies ;Exception: Requirement is [FI1213 heaters for swimming pools or ❑Does Not :not applicable. 0 permanent in-ground spas. ❑Not Observable ❑Not Applicable 403.9.2 Timer switches on heaters and ❑Complies . Exception: Requirement is [FI19]3 pumps serving pools and ❑Does Not :not applicable. J permanent spas. []Not Observable IE]Not Applicable 403.9.3 Heated pools and permanent ❑Complies ;Exception: Requirement is [F12013 spas have a vapor retardant ❑Does Not ;not applicable. cover. [-]Not Observable IONot Applicable 404.1 ;75%of lamps in permanent ❑Complies ;Requirement will be met. (FI611 fixtures or 75%of permanent ❑Does Not :fixtures have high efficacy lamps. ❑Not Observable Does not apply to low-voltage 'lighting. ❑Not Applicable 404.1.1 Fuel gas lighting systems have ❑Complies ;Requirement will be met. [FI2313 no continuous pilot light. ❑Does Not ❑Not Observable ' ❑Not Applicable 401.3 Compliance certificate posted. ❑Complies ;Requirement will be met. [F1712 ❑Does Not ❑Not Observable ❑Not Applicable 303.3 Manufacturer manuals for tin Requirement will be met. [FI18]3 mechanical and water heating ❑Does Not systems have been provided. ❑Not Observable ' ❑Not Applicable Additional Comments/Assumptions: 11 High Impact(Tier 1) 12 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Turtleback Road Report date: 10/10/14 Data filename: S:\Files\Construction\Reports\Rescheck\Singles\Turtleback Road\Turtleback Road.rck Page 9 of 9 2012 IEC-C Energy Efficiency Certificate Insulation Rating R-Value Wall 19.00 Floor 30.00 Ceiling / Roof 42.00 Ductwork (unconditioned spaces): Glass&Door Rating U-Factor SHGC Window 0.30 0.19 Door 0.29 0.23 CoolingHeating& Heating System: Cooling System: Water Heater: Name: Date: Comments I `oFtME► � Town of Barnstable BARNSTABLE. Regulatory Services 7 MASS �. .639• �0 Building Division prFD MAC a, 200 Main Street,Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Inspection Correction Notice Type of Inspection Location lc Permit Number o?O I:K 3�o l/Ltdt�, Owner u^ ��ow� Builder yN7r One notice to remain on job site, one notice on file in Building Department. The following items need correcting: ox/� � �7"� �!�iss�«G �G�� AC/ i/ �VG<GTS 7)U6 a74lz E T---/Vo 7" ( 06 ( � N v T` Pc.�4 TE. �a'�f dUn S'x,f-7' bcolq /!Vlr /N', C=l Gl� �y if/7/9�L1 A) ��7` /wo A/c�i� �,. 2 OK TD l ti S(C &077E Please call: 508-862-403- for re-inspection. Inspected by t Date ///o7 Z' //`/ MAY-07-2015 10:52 NATIONAL LUMBER 508 998 7058 P.02 No MA: MANSFIELD•NEW BEDFORD•NEWTON•BERLIN•SALEM-GARDNER I NH: BOSCAWEN Family Owned and Operated Since 1934 ; Long Built Homes Date: 5/7/15 Re: Lot#21 turtleback, Marston Mills, Ma To Whom It May Concern: LETTER F CERTIFICA.TION FOR INSULATIO�I National Lumber and Pro Insulators has provided and installed insulation for the above specified project. The following insulation information applies: All envelope insulation materials have been provided as bats and blown fiberglass as manufactured by Guardian Fiberglass. Areas of application Rs follaws: 1. Basement Ceiling: 6 V."Kraft Fiberglass Insulation=R-19 2. Basement Ceiling:3 'IA" Mineral Wool Roxul Insulation=R- 15 Manny Valente Insulation new bedford sales/supervisor. Cell#508-962-5867 C t� cry L.! I THE NATIONAL LUMBER FAMILY OF COMPANIES � KITCHEN AIONLQP1 iI � sr 1 TRSs IVIEWSi MILLWORK WASUL IM HO:71 Maple Street, PO Box 9032, Mansfleld, MA 02M 1 T: 508.339.8020 F:508.339.45181 national-lumber.eom j Page 1 of 1 TOTAL P.02 IMAY-07-2015 10:51 NATIONAL LUMBER 508 998 7058 P.01 „-.................... .., .................................... ......................AR ........ D Manufacturer. s TICOU GUARDIAN i e ■ FIBERGLASS INSULATION 1000 East North Street Albion, MI 49224 = r , € PREMIUM LOOSE-FILL FIBERGLASS INSULATION L INSULATION CERTIFICATE EATTIC GUARD"' PLUS , ; OPEN ATTIC COVERAGE • ' • ' l v. V sae" la -• ;'i''`•rrtt..•��+�,+5��.(,,.;.',�P'•,,,C t,:�,�'.v1��.�F+••n y;,S•��rf,'�„►1�{yr/r$� Qi�r:,�3:'�,r"it°q i, "tk"tI,,.<,gy p�9 qU ��'r'„°�%•,t.•�,�vn�,,��i IlpI,ir•,.t 'Nr. ;,1'11`,',•`+t' •�v 7:+ �rf,:x°li•''�;yja,►�;�10,.,...�5r,,,4 v6 r..,..�''''+'"�n+'i LUtlt�,?�"'bib 8r625t'",n �Ssl�e y',adi�x,,,r 2B0ft�f.F7s5 R-60 34.9 29 1.141 0.660 20.76 002i •r 20.067 •0617 17,25 ,R-49 26:9, 5R-44 23.8 42 0.787 0.609 20.2 49 0.668 0.594', 6R-38 5 0510 0.553 10.975 75R-30 15.5 R-29 1X3 75 0,438 •.e_i , 2 R-22 10.9 92 0.360 0.516 8.375 8.375 R-19• 9:2 8 0,30� '0:4 3, ' " i R-13 6.3 0.207 0.497 5.00 5.00 = q_19 5.3 .180 0:173 0.489 4:2t '"4:R5 7, 4' j 'R mean:rest:tance to heal flow.The hlpher the R•valuq,the graatar the insufstln power,Ark your teller for the fed shoot on R.vatuea. ° 5 gag wolghl:nominal 33 LBS..minVnum 30 L65,For pnoumadc applicallon only.Not for exposed appocatlorta.Inswallon should not be Installed over eava vonlc.Thermal restsonce voluoa aradetermtned= In necordaneo with ASTM C 667 and ASTM C 518.Thl;product meets or exceeds the mqulromonts of ASTM C 704 Typn t Category 1. ■- t , N' why ra• t7ae i•lrs,,.tl' ts '1�;'r`:Y ( ¢1 t dew N}, ..$+ �j�y s\t + "�'f;' 1.,� I' 1V��11pp� a`';F lY �it•r,,4 Ma,t i "�IRt $ r .°b+'$ �lr = i %,,p�, ) !'W �t �1�p�r�!�r�aC `170Xft�;n+P+,�''. i+ :,.., J,",1,'+' 'l;� � �n.�.r '"'i�'' � + ,t.ti r .5�, t.•� �it"(Sv'k,r", a , �.ic� ;..tl'+"f.W::l h.- .'r V'•f: J.,�i •I J + :��, tlf, ( + 1'p+rWi�T'i'�•n'.,5��.n� •, Jf �� ) i z Kraft Unfaced Foll FS-25 Loose-Fill 11 cc Q = Ceilings �] ❑ ❑ a _ �' - ❑ ❑ ❑ ❑ ❑ ; 7 Floors ❑ ❑ ❑ ❑ -< z Wells ❑ ❑ ❑ ❑ i �'' ❑ ❑ ❑ ❑ , I tan a Builder's and Applicator's Certification Signadurecn € This is to certify the insulation as installed conforms to the requirements indicated on this card to providettliermal resistance value of R q1Z using bags of insulation to covert --square feet area. ; A(o-n _• Depth of previous insulation 1 R Y Z Type of insulation: lv OUpgrade ffNew construction Inches R vaNs Mineral ool,flDerpinsa,Etc. Q / ` c i r , C ■ ° onto Comp y Name(Butlder) Address Phone euUdO/6 SlgneNre c 5 / � EE Data Company Name(Appkator) Addross Phone I•ic toes S g M - a _ s y�1yad urAb-ENGUARQ „n� i....................................................................................................................................................................................................................................n................................................... 1, OF M120 030 Pnnlod In U.S.A. 0 Guardian BuIldlig Products;Inc. f C PROJECT NAME: �'C.w IUD NAME: � v►: , rfS �p -{,/ u SS�� ADDRESS: �2T 10 Up PERMIT# -ZO ) PERMIT DATE: Ifl-0 l LARGE ROLLED PLANS ARE IN: BOX I Z SLOT c Data entered in MAPS program on: BY: q/wpfilcs/forms/archive.. i' /t Duct Leakage Test Form for MA Code Compliance Client Information euildin Inf rmat on Name: d Address: . Address: City/State/Zip: Il15 City/State/Zip: Test Date: Phone: Test Time: "OP - Email: Point of Construction: O Rough final System#1 System#2 Location: Location: Type of Test: 0 Total/0 to Outside Type of Test: O Total/0 to Outside Approx.Floor Area Served: Approx.Floor Area Served: CFM Leakage at 25pa: t' CFM Leakage at 25pa: Approx.%leakage for single system*: *: '`�/��+ Approx.%leakage for single system System#3 System#4 Location: Location: Type of Test: 0 Total/0 to Outside Type of Test: O Total/0 to Outside Approx.Floor Area Served: Approx.Floor Area Served: CFM Leakage at 25pa: CFM Leakage at 2Spa: Approx.%leakage for single system*: Approx.%leakage for single system*: System#5 Combined Results Location: Total Conditio ed floor area: sQ Type of Test: O Total/0 to Outside Leakage limit: % 0 8% 012% Leakage limit: cfm@25 Approx.Floor Area Served: cfm 25 CFM Leakage at 25pa: Combined Leakage**: Approx.%leakage for single system*: p OISt IECC Compliance: ass O Fail *Approximations for single systems are for diagnostic use only. "Total combined duct leakage is required for 2009 IECC Compliance. I certify that this test was perfor ed in compliance with applicable standards: Date Tester's Signature Name: '-n 1 Company: A[ Developed by%.irnna J ?.md:n;;an.r. .• U i I, Arcilio C. Pacheco,Jr.,owner and operator of Acushnet Duct testing, swear under the penalties of perjury that I have demonstrated competence and at least two (2)years of experience in the field of duct blasting. Arcilio C. Pacheco,Jr., Owner/Operator Acushnet Duct Testing Z SHIWON M.SHEPARD Notary Public fib, �7 COMMONWEALTH OF MASSACHUSETT9 / �Y W hl S S I On ( 0 r i I a � 50 Washington Street Suite 3000 Westborough,MA 01581 t 508.836.9500 Conser anon r 508.870.597.5 Services Gro,Up www.csgrp.com IECC 2012 402.4.1.1 Testing Blower Door Testing Pass / Fail Date of test: May 1, 2015 Street Address: 206 Turtleback Rd. Marstons Mills Total conditioned floor area: 2,277 Total conditioned volume: 23,047 Source of area and volume calculations: Builder Rater x Other HERS Rater: Peter Virchick Signature: Builder: Lon Built Homes Builder Contact: Ton $bardella Tested Air Leakage Requirement: 3 Air Changes per hour at 50 pascals (ACH50) or less Measurement: ` ACH50: 3.0 Conservation Services Group '© 2012 5 ��w ILlo �� I- 1 RELIABLE TRUSS AND COMPONENTS, INC. COMPONENT DESIGNS & PLACEMENT DIAGRAM FOR LONG BUILT HOMES LOT 21 TURTLEBACK ROAD MARSTON MILLS, MA ROOF TRUSSES Submission Date: 10-27-14 INSTALLATION DOCUMENTS Ref: 1405112-25114R The seal on these drawings indicate acceptance of professional engineering responsibility solely for the engineered wood components shown per ANSI/TPI/WTCA 4-2002. Questions??? Call Reliable Truss at 508-99-TRUSS(87877)or 1-888-80-TRUSS(87877) THE NATIONAL LUMBER FAMILY OF COMPANIES N NO RELIABLE TRUSS NATIONAL KITCHEN 1k AL&IRA /m I� AND COMPONENTS,INC. 4AMILLWORK 1 VIEWS 1 71 Maple Street,PO Box 9032,Mansfield,MA 02048 1 T:508.339.8020 F:508.339.4518 1 national-Iumber.com TLL-0641320 1405112-25114R RF INSTALL MA 10-27-14 NL-93005-15-2009 1 J J WARNING Failure to Follow Could Cause Property Damage or Personal Injury IMPORTANT NOTES These notes pertain to the attached truss designs and placement plans The following trusses are designed at the request and specification of the customer as an individual building component, in a vertical plane, to be incorporated into the building design at the specification of the building designer. Bracing requirements shown is for lateral support of individual truss members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Design and materials are in substantial accordance with state building code's referenced edition of NDS and/or TPI/ANSI specifications. For general guidance regarding design responsibility,storage,erection and bracing,consult"Building Component Safety Information BCSI 2013 Edition Guide to Good Practice For Handling,Installing,Restraining and Bracing of Metal Plate Connected Wood Trusses,"available from the Structural Building Component Association(SBCA)www.scbindustry.com and the code referenced edition of the"National Design Standard for Metal Plate Connected Wood Truss Construction ANSI TPI 1" 1. Provide copies of truss designs to the building designer and 11. Contractor or building designer responsible to assure that erection supervisor. load bearing walls and foundations is adequate to support the loads imposed by the trusses. 2. Top chords must be sheathed throughout or purlins provided at spacing prescribed on the individual truss designs. 12. Camber is a non-structural consideration. Trusses are not cambered except as specified by the customer and noted on the 3. Bottom chords require lateral restraints(or alternate)as individual truss design. shown on the individual truss designs if no ceiling is installed. Anchorage and/or tie-in components are the responsibility of 13.The effect of lateral thrust/horizontal displacement of others. supports for scissors type trusses is not a consideration of these designs. The design of the truss supports must accommodate 4.®Designates the location for a lateral restraint(or alternate) the lateral thrust/horizontal displacement of the truss. for lateral support of individual truss members only. Subject to review and approval by the building designer,this is a 2x4 14. Mitek Connector Plate Code Evaluation Reports: ESR-1311, continuous lateral restraint fastened to each member with two(2) ESR-1988,ESR-1352&ESR-2362. 12d or 16d nails or alternately,a Simpson Strong-Drive Truss Spacer Bracer or Mitek Stabilizer. 15. For additional information refer to Reliable Truss's: Order Paperwork & Proposal 5. Do not stack construction materials on floor or roof that Placement Diagram&Notes. induce loading on truss greater than designated loads. Individual Truss Designs Other Detail Sheets as Provided 6. Except as noted on the attached designs,do not cut or alter truss without prior written approval of Reliable Truss or a 16. Reliable Truss and it's vendors reserve the right to upgrade registered design professional. the specified truss material to facilitate manufacturing without customer approval. 7. Building designer is responsible to insure that loading shown hereon is applicable to building and use. Additional Notes for Floor Trusses Onlv 8. Care should be exercised in handling,erection,and 17. Refer to Reliable Truss RT-52 detail sheet:2x6 Strongback installation of trusses. Bracing Recommendations"for additional performance related notes 9. Provide adequate drainage for all trusses with shallow top chord slopes. 18. Maximum allowable gap between the inside of bearing and end web for top chord bearing floor trusses is'/Z". 10. Building designer to determine and transfer all gravity, uplift, wind,seismic and other lateral loads from trusses to building foundation. —--- '/2'MAX GAP BEARING REFER TO WTCAITPI BCSI-131, 132 & B3 FOR IMPORTANT HANDLING INSTALLATION AND RESTRAINING SUMMARY INFORMATION. ® ISSUE DATE TITLE SHEET# ®RELIABLE TRUSS 11-23-13 STANDARD TRUSS NOTES RT-2a AND COMPONENTS,INC. TLL-0641321 1405112-25114R RF INSTALL MA 10-27-14 NL-00211-23-13 i Links to Structural Building Components Association's(SBCA)guides and advisory publications The following links open a copyrighted secure PDF. It can be opened,saved and emoiled but,not printed. Design Responsibilities: Standard Responsibilities in the Design and Application of Metal Plate Connected Wood Trusses http://support.sbcindustry.com/images/publication images/ttbdresp.pdf?PHPSESSID=e6b064scpbvvi948bit7p92np2 BCSI B Series Summary Sheets to aid in Installing and Bracing of Wood Trusses: BCSI-Bl Summary Sheet:Guide for Handling,Installing,Restraining and Bracing of Trusses http://support.sbcindustry.com/images/publication images/bl.pdf BCSI-62 Summary Sheet:Truss Installation and Temporary Restraint http://support.sbcindustry.com/images/publication images/b2.pdf BCSI-B3:Permanent Restraint/Bracing of Chords and Web Members http://support.sbcindustry.com/images/publication images/b2.pdf BCSI-134:Construction Loading http://support.sbcindustry.com/images/publication images/b4.pdf BCSI-BS:Truss Damage,Jobsite Modifications and Installation Errors http://supi)ort.sbcindustry.com/images/publication images/b5.Pdf BCSI-66:Reserved for future use BCSI-67 Summary Sheet:Guide for Handling,Installing&Bracing of 3x2&42 Parallel Chord Trusses http://support.sbcindustry.com/images/publication images/b7.pdf BCSI-68:Using Toe-Nailed Connection to Attach Trusses at Bearing Locations(May Not Be Code Compliant) http://sui)port.sbcindustry.com/images/publication images/b8.pdf BCSI B9 Summary:Multi-ply Girders http://support.sbcindustry.com/images/publication images/b9.pdf BCSI-B10:Post Frame Truss Installation,Restraint&Bracing http://support.sbcindustrv.com/images/publication images/b10.pdf BCSI-B11:Fall Protection http://support.sbcindustry.com/images/publication images/bll.pdf Truss Technology In Building: Crane Use and Proper Truss Handling http://support.sbcindustry.com/images/publication images/ttbcrane.pdf Long Span Truss Installation http://support.sbcindustry.com/images/publication images/ttb%201ong%20span%20truss%20installation.pdf A strategy for Installing Long Span Trusses at 24'O.C. http://sbcindustry.com/sites/default/files/uploads/attachments/node/143/longsI)an.pdf Commentary for Permanent Bracing of Metal Plate Connected Wood Trusses http://support.sbcindustry.com/images/publication images/pbrace.pdf ISSUE DATE TITLE SHEET# RELIABLE TRUSS 11-23-13 STANDARD TRUSS NOTES RT-2b AND COMPONENTS,INC. TLL-0641322 1405112-25114R RF INSTALL MA 10-27-14 i FEBIRUARY 7, 2014 Standard Gable End Detail ST-GE110-003 5 \U/ I ILIU Typical_x4 L-Brace Nailed To MiTek USA,Inc. Page 1 of 2 2x_Verticals W/10d Nails,6"D.C. Vertical Stud 0 0o Vertical Stud (4)-16d Common DIAGONAL WireNaits ACE MiTek USA,Inc. 16d Common SECTION B-B Wire Nails DIAGONAL BRACE Spaced 6"o.c. 4'-0"O.C.MAX (2)-10d Common 2x6 No.2 or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 2x4 No.2 of better K SHOWN ARE FOR ILLUSTRATION ONLY. \Typical Horizontal Brace Naile12 w/(4)-d10d Common To 2x Nails SECTION A-A Lx4o.2 A Q Varies to Common Truss * * PROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING A DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. ** ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. B B 3x4= (4)-8d NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 2a"Max Roof Sheathin NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 70 WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3, (2)-10sf 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. �/ 2 - ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT ( ) 10d NAILS BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 2x4 No.2 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF �rUS S 24" O.C. DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 No.2 AND A / 2x4 No.2 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. 2k6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed _ TYPE TRUSSES. End Wall HORIZONTAL BRACE (SEE SECTION A-A) Minimum DIAGONAL 2 DIAGONAL Stud Without 2x4 BRACE BRACES AT Stud Size Spacing Brace L-Brace 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SPF No.2 12"O.C. 4-9-0 8-4-5 9-6-0 14-3-0 2.4 SPF NO.2 16"O.C. 4-3-12 7-7-2 8-7-9 12-11-6 2x4 SPF No.2 24"O.C. 3-9-4 6-7-9 7-6-8 11-3-12 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails 8in D.C.,with 3in minimum end distance. Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 110 MPH ASCE7-10 140 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. ISSUE DATE TITLE SHEET# 2-14-14 MITEK STANDARD GABLE RT-1 RELIABLE TRUSS END DETAIL g avo coneaoR�ts,luc. 1 of 2 TLL-0641323 1405112-25114R RF INSTALL MA 10-27-14 I FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 MiTek USA,Inc. Page 2 of 2 5I \\u// IISIuIIIIuIf ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 0 00 Trusses @ 24" o.c. 0 00 HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. (SEE SECTION A-A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek USA, Inc. Roof Sheathing TO BLOCKING WITH(5)-10d COMMONS. Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO NAIL DIAGONAL BRACENAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS \ 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH.FASTEN PURLIN \ TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points SUPPORTING THE BRACE AND THE TWO TRUSSES if needed \ ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. End Wall CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2:ATTACH 2X_SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6-O.C. FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL MEMBERS WITH TWO ROWS OF 10d(.131"X 3-)NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE ZL / VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTUR AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRU BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAL/STUDS ONLY. NOTE:THIS DETAIL IS TO BE USED ONLYOR F / STRUCTURAL GABLES WITH INLAYED STUDS.TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. / STANDARD / GABLE TRUSS ISSUE DATE TITLE SHEET# 2-14-14 M ITEK STANDARD GABLE RT-1 RELIABLE TRUSS END DETAIL 2of2 g AND COMPONENTS,INC. TLL-0641324 1405112-25114R RF INSTALL MA 10-27-14 i PIGGYBACK MEMBERS PROVIDE FRAMING TO COMPLETE THE RAFTER LINE OF TRUSSES WHICH HAVE BEEN REDUCED IN HEIGHT FOR SHIPPING PURPOSES ATTACHMENT NOTES 1. APPLY 2X4 CONTINUOUS LATERAL BRACES AT THE LESSER OF 24"O.C. OR THE SPECIFIED TOP CHORD PURLIN SPACING ALONG THE FLAT TOP CHORD SECTION OF THE SUPPORTING TRUSS. FASTEN BRACES TO TOP CHORD OF BASE TRUSS WITH TWO(2) 10d or 16d NAILS EACH. A PURLIN SHALL BE LOCATED AT EACH BASE TRUSS JOINT. 2. SET PIGGYBACK MEMBERSON TOP OF LATERAL BRACES. PIGGYBACK SHALL BE PLUMB AND IN LINE WITH THE SUPPORTING TRUSS. 3. FASTEN PIGGYBACK TRUSS TO EACH LATERAL BRACE WITH A 16d TOENAIL FROM EACH FACE. ADDITIONALLY,AT EACH BASE TRUSS JOINT FASTEN THE PIGGYBACK MEMBER TO THE SUPPORTING BASE TRUSS AS FOLLOWS: a. ATTACH A SIMPSON H2 FRAMING CLIP TO ONE FACE OF THE OF THE PIGGYBACK MEMBER AND THE TOP CHORD OF THE BASE TRUSS. or b. APPLY%"6"X 8"CD-EXT-APA PLYWOOD (OR 7116"OSB)BOARD TO EACH FACE OF THE TRUSSES. FASTEN TO TO EACH FACE OF EACH MEMBER WITH THREE(3) 6d NAILS FOR A TOTAL OF 12 NAILS. PIGGYBACK CAP BASE TRUSS 2X4 CONT.LATERAL BRACE FASTENING OPTION"B" 16d TOENAIL EACH FACE(TYP) FASTENING OPTION"A" IMPORTANT NOTE Continuous lateral bracing is critical to the proper functioning of the supporting base truss. In accordance with ANSI/TPI 1-2002 and HIB-91, incorporating bracing into the overall structure is the responsibility of the building designer. Reliable Trim. ISSUE DATE TITLE SHEET# &C4019IIN0111:1ILl1IRK. ® 2-08-10 PIGGYBACK CONNECTION DETAIL RT-30 x i ALTERNATIVE LATERAL BRACING OF WEB MEMBERS DIFFERENT TRUSSES ADJACENT TO EACH OTHER OR ISOLATED TRUSSES MAY PREVENT THE INSTALLATION OF CONTINUOUS LATERAL BRACING. IN LIEU OF BRACES BEING APPLIED PERPENDICULAR TO THE PLANE OF THE TRUSSES; INDIVIDUAL WEB MEMBERS MAY BE "T"OR"L" BRACED AS SHOWN HEREON. INSTALLATION DIRECTIONS APPLY T-BRACE/I-BRACE PER SEPCIFICATIONS BELOW. BRACES SHALL COVER 90% OF WEB LENGTH OR EXTEND WITHIN 6"OF END,WHICHEVER IS GREATER Nailing Pattern T-Brace Size Nail Size Nail Spacing. Mt?ACErA51ENED A5 1 x4 or 6 10d 0.131"x 3.0" 6"O.C. SHOWN IN tAMI.E 2x4,6,or 8 16d 0.131"x 3.5" 6"O.C. Note:Nail along entire length of T-Brace On Two PI 's Nail Both Plies T-Brace Size For One-Ply Truss Specified Cont. Rows of Lat'I Bracing WEM MEM13EP Web Size 1 2 2x3 or 2x4 1x4 1x4 1-Brace 2x6 1x6 2x61-Brace 2x8 2x8 2x81-Brace T-Brace Size For Two-Ply Truss Specified Cont.Rows of Lat'I Bracing Web Size 1 2 2x3 or 2x4 2x4 2x4 I-Brace 2x6 2x6 2x61-Brace 2x8 2x8 2x81-Brace 1x—T-Brace/I-Brace must be IND 45#2 SRB or better tt u55 species grade as web member 2x—T-Brace/I-Brace must be same species grade(or Nails Section Detail better)as web member T-Brace Web Nails Web I-Brace Nail IMPORTANT NOTE THIS ALTERNATIVE APPLIES ONLY TO THE BRACING SPECIFIED AS CONTINUOUS LATERAL SUPPORT OF INDIVIDUAL WEB MEMBERS TO RESIST BUCKLING IN COMPRESSION. FOR ADDITIONAL REQUIRED BRACING REQUIREMENTS, REFER TO TRUSS PLATE INSTITUTE'S&WTCA'S BCSI 2006 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES." ISSUE DATE TITLE SHEET# RELIABLE TRUSS 4-2-07 ALT "T" & "I" WEB BRACING RT-4 0 AND COMPONENTS,INC. RT-40 5-2-07 TLL-0641326 1405112-25114R RF INSTALL MA 10-27-14 i DESIGN PARAMETERS: ` Total Snow Load:Per Table Below Valley Dead Load: 15 psf(max) Duration Factor: 1.15 Snow& 1.33 Wind Wind Velocity: 110 mph(ASCE-7-02,ASCE 7-05 MWFRS,Exp B,Cat It Max Mean Roof Hgt.=35' Min Reduced DL=6 psf Max Roof Sheathing:518" INSTALLATION DIRECTIONS: 1. Install and fully sheath base trusses. 2. Install valley trusses and fasten as specified below for base truss pitch and roof snow load. 3.Brace valley webs as shown in individual component designs and sheath top chords Valley Truss to Each Supporting Truss Connection Detail Selector ROOF SNOW LOAD TOP CHORD PITCH OF SUPPORTING TRUSSES (psf) 3 4 5 6 1 7 8 9 10 11 12 30 A A A B B B B B B C 40 A A A B B B B C C C 55 A A B B B B C C C C 65 A A B B C C C C C C 80 A B B C C C C C C C 90 A B C C C C C C C C 100 B C C C C C C C C C 110 B C C C C C C C C C II II II II II II II II II it II II II II II II II II 11 II II II II II 4 II II II II p II II II II II II 4 II II p II 11 II II II /B SE TRUSS 24 C.MAx. II II I I 11 11 I I II I I / T USSES SH U.BE S THED 11 I I I I II 11 II II II II II I I II II II II II II II II II II li I� II II II /-VALLI TRUSS 1 O.C.TYP I II I I� II II II II II II I VALLEY SET PLAN VIEW SEE DE ILA,B,OR BELOW GABLE, RDER OR COMMO TRUSS ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Note: Detail"C"may be substituted For Detail"A"&"B" Detail"B"may be substituted For Detail"A" (2)16d(0.162"x 3#" (2)16d(0.162"x 3 J") SIMPSON / TOE NAILS TYP. TOE-NAILS TT VTCR TYP. BEVEL BOTTOM OF V LEY TRUSS. Refer to Simpson Strong-Tie Catalog for VTCR clip installation directions. A B C ISSUE DATE TITLE SHEET# RELIABLE TRUSS 6-24-10 VALLEY TRUSS RT-50 AND CO FIELD CONNECTION DA?O<;ENTS,INC. TLL-0641327 1405112-25114R RF INSTALL MA 10-27-14 I � INSTALLATION GUIDE • PLATED TRUSS CONNECTORS GENERAL NOTES THIS GUIDE IS FOR SIMPSON STRONG-TIE®STRUCTURAL CONNECTORS ONLY! 1.See the current Wood Construction Connectors catalog for hanger in this installation guide and current Wood Construction Connectors design information. catalog.Incorrect fastener quantity,size,type,material or finish may 2.The structural component manufacturer is the primary source of cause connection failure. information concerning the use of its products.Simpson Strong-Tie 4.Install all fasteners before loading the connection. does not express and will not accept any responsibility for any 5.The hanger must be sized for the wood truss being used. manufactured wood component. 6.Multiple members must be fastened together to act as a single unit 3.All specified fasteners must be installed according to the instructions to resist the applied load. FASTENERS Use only the specified size,type,and quantity of fasteners.16d sinkers(0.148 x 3'/4)may be substituted for 10d common nails(0.148 x 3). No other substitutions are permitted unless approved and specified by the Designer. SOS Screw SO Screw SO Screw SD Screw SD Screw '/4"xvarious Common Sinker Common #10x2'/2" 16dx2'/i' #9x2'/2" Common N54A #10x1'/2" 10dx1'/2" #9x1'/2" 8dx11/2" lengths 0 rn T rn 1¶ rn rn 1'/2 0.161" 0.148" 0.131" 0.131" 2'/2 — 0.161" 0.162" 0.131" 0.131" 0.25" 3 0 - ► I No framing nail-gun nails i 31/4— 0.148" = unless equivalent diameter 0.25" 3'/2 i f 0.148" p► and length as specified and driven with a hole locating tool. 0.162" '%GNEJ)A% Simpson Strong-Tie introduces the Strong-Drive®SD screw for use The SD screw features an Qr iolwith our structural connectors.Designed to replace nails in certain optimized shank that is products,the load-rated SD screw has been tested and approved specifically designed to Strong-Drive®SO screw ® for use in many popular Simpson Strong-Tie®products.In certain match the fastener holes o �y applications screws are easier and more convenient to install in Simpson Strong-Tie connectors.The hex head virtually tiNEct° than nails,and the single-fastener load values achieved by the SD eliminates cam-out and helps avoid stripping of the head.The screws exceed those of typical 10d common or 16d common nails.In addition,the sharp point of the screw enables fast starts,and the serrated galvanized coating makes the SD screw ideal for interior and most exterior conditions. threads reduce torque for improved drivability. This technical bulletin is effective until January 31,2013,and reflects information available as of January 1,2011. This information is updated periodically and should not be relied upon after January 31,2013;contact Simpson Strong-Tie for current information and limited warranty or see www.strongtie.com. t t m 2011 Simpson Strong-Tie Company Inc. • P.O.Box 10789,Pleasanton,CA 94588 WC-PTBI11 1/11 exp.1/13 •i TLL-0641328 1405112-25114R RF INSTALL MA 10-27-14 INSTALLATION I I ' PLATED TRUSS CONNECTORS GENERAL CONNECTOR INSTALLATION FASTENER HOLE SHAPES _ a a . a O Q o O u lot Hole Round Holes Obround Holes Triangle Holes Diamond Holes All holes must be filled Used to provide easier nailing Provided on some products in addition Optional holes to except for the THA access in tight locations. to round holes for additional load. temporarily secure Pilot Holes adjustable height hanger. Fasteners may be installed at Round and triangle holes must be filled connectors to the member Tooling holes for manufacturing an angle.Holes must be filled. to achieve the maximum load value. during installation. purpose.No fasteners required. DOUBLE SHEAR PROPER INSTALLATION (SLANT) NAILING Truss shall bear completely on the connector seat,and the gap between the truss end and the header(carrying member)shall not exceed''/a". Carried member Carrying member ` (2 ply shown) �i Double Shear Nailing ' Top View — (The nail is installed into the carried truss A'max.gap between Gap between end and header) end of truss and of truss and carrying carrying member member too large USING A STANDARD CONNECTOR AND SLOPED TRUSS —Girder truss Girder truss Run-through end vertical _ Nail plates -=-" - by others Dome Double Shear Nailing =___$= Mono truss Double end vertical m #0.' Standard non-sloped Simpson Strong-Tie° hanger-THGBHshown ,,,,ApSpN Standard\ oo' - ` Mono Simpson `` truss Tab Double Shear Nailing Strong-Tie hanger /1 (Do not bend tabs except where Ceiling plane Ceiling plane noted for straight nailing) Work point as required Nail plate by others Work point as required THE STRONG-DRIVE®SOW STRUCTURAL WOOD SCREWS The SDW22 series is a 0.22"diameter,high-strength screw designed specifically for fastening multi-ply plated wood trusses,engineered i lumber products and solid-sawn wood,from one side.See F-SDW or the latest Wood Construction Connectors catalog for additional information. 02011 Simpson Strang-Tie Company Inc.WC-PT8111 1/11 exp.1/13 TLL-0641329 1405112-25114R RF INSTALL MA 10-27-14 Straps&Tres HSeismic&Hurricane Ties ® These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson Strong-Tie for details. Fasteners DF/SP Uplift Load SPF/HF Uplift Load Allowable Loads Allowable Loads Model with with Code No. Ga To To To Uplift Lateral BdtA'h Nails Uplift Lateral Sdx1'h Ref. Rafters/ Plates Studs (160) (160) (160) Nails Truss (160) F1 F2. (160) F1 F2 (160) 1-11 18 6-8dx1% 4-8d — 585 485 165 455 400 415 140 370 117,L22,F16 H2 18 5-8d — 5-8d 335 — — 335 230 — — 230 1-12A 18 5-8dx1'h 2-8dxlth 5-8dx1'h 575 130 55 — 495 130 55 — IP1,F25 H2.5 18 5-8d 5-8d — 415 150 150 415 365 130 130 365 117,L22,F16 H2.5A 18 5-8d 5-8d — 600 110 110 480 535 110 110 480 117,F16 H2.5T 18 5-8d 5-8d — 545 135 145 425 545 135 145 425 IP1,F25 H3 18 4-8d 4-8d — 455 125 160 415 320 105 140 290 H4 20 4-8d 4-8d — 360 165 160 360 235 140 135 235 117,L22,F16 H5 18 4-8d 4-8d — 455 115 200 455 265 100 170 265 H6 16 - 8-8d 8-8d 950 — — — 820 — — 117,F16 1-17Z 16 4-8d 2-8d 8-8d 985 400 — — 845 345 — — H8 18 5-10dx11/2 5-10dx1'h — 745 75 — 630 565 75 P285 510 F26 H10 18 8-8dx1'h 8-8dx1'h — 995 590 285 — 850 505 — 117,F16 H10A 18 9-10dx1'h 9-10dx1th — 11407 590 285 — 1015 505 — 117,F25 H10SO.10 18 8-8dx11h 8-8dx11ht0 8-8d 1010 660 215 550 870 570 475 IP1,F25 H10-2 18 6-10d 6-10d — 760 455 395 — 655 3900 — 117,F16 H11Z 18 6-16dx2'h 6-16dx2'/z — 830 525 760 — 715 450 5 — 170 1❑12-8dx1'h 13-8d — 1350' 515 265 — 1050 480 245 H14 18 ❑2 12-8dx1'h 15-8d — 1350' 515 265 — 1050 480 245 — IP1,F25 1.Loads have been Increased 60%for wind or earthquake loading with 6.Hurricane Ties are shown installed on the outside of the wall for clarity and assume a minimum no further increase allowed;reduce where other loads govern. overhang of 31h'Installation on the inside of the wall Is acceptable(see General Instructions for 2.Allowable loads are for one anchor.A minimum rafter thickness of the Installer notes u on page 14).For uplift Continuous Load Path,connections in the same area 21/2'must be used when framing anchors are installed on each side (i.e.truss to plate connector and plate to stud connector)must be on same side of the wall. of the joist and on the same side of the plate(exception:connectors 7.Southern Pine allowable uplift loads for H10A=1340 lbs.and for H14=1465 lbs. Installed such that nails on opposite sides don't Interfere). 8.Rater to technical bulletin T-KrIEBEARING for H1,H10,H10S,H10-2,H11Z,H14 allowable 3.Allowable DF/SP uplift load for stud to bottom late Installation Dearing enhancement loads(see page 191 for details). (see detail 15)F r S lbs.F value 390 lbs.y these;360 agues .(H4)and 9.H10S can have the stud offset a maximum of 1'from rafter center to center for a 10 lbs.(H8).For SPF/H values multiply these values la a 6. reduced uplift of 890 Ills.(DF/SP),and 765 Ills.(SPF). ( ) 4.Allowable loads in the F/direction are not Intended to replace diaphragm boundary members or prevent cross grain bending of 10.H10S nails to plates are optional for uplift but required for lateral loads. the truss or rafter members. 11.NAILS:16dx21h=0.162'dia.x 2'h'long,10d=0.148'dia.x T long, 5.When cross-grain bending or cross-grain tension cannot be avoided 10dx11h=0.148'dia.x 11h'long,8d=0.131'dia.x 2'h'long,8dx11h=0.131'dia.x 1 vV long. in the members,mechanical reinforcement to resist such forces may See page 16-17 for other nail saes and information. be considered. z O fi © a H2A Installation H2.5 Installation H2.5A Installation NUT Installation � H1 Installation (H2 Similar) (Nails into both top plates) (Nails into both top plates) (Nails into both top plates) z 0 N I 2 � O a Use a minimum � �l F ► r �� FtI° ` 01 two 8d nails s+' /` o this side of truss O H4 (total,A 8d ° O Installation` , nails into �� ' H3 Installation (H2.5 similar) truss) o �+ (Nails into upper top plate) (see footnote 3) __'_` Q H2.5T Installation ` _ Fj Two 8d nails into plates. Eight ad nails into studs H6 Stud SST-1-11 to H14 to To Plate ® H5 Stud to Band H4 stallatio H5 Installation a p ® H7Z Installation 156 (Nails into upper top plate) (Nails into both top plates) Installation Joist Installation TLL-0641330 1405112-25114R RF INSTALL MA 10-27-14 i Straps&Ties HSeismic&Hurricane Ties 5.1 ' 1 Plate nails H10S - �► for lateral H ®8 attaching H8 attaching H8 attaching ~• rz '•$,• loads only Installation rafter to double stud to sill I-joist to double (D H10 Installation top plates (4-8d into plate, top plates 5-8d into stud, Minimum Wr . refer to footnote ' ® H14 Installation to 3 for loads) `c, double top plates °. rD F m AVOID A resbottomt>angeHl4 MISINSTALLATION mum ° ° °. F, O ® H10-2Installation (H11Z similar) oWistance o H10S Installation H10A ® ,° with stud offset Installation H14 °e o'° H10 optional positive angle nailing connects shear blocldng to rafter. 8dcommonstoheader. Use 8d common nails.Slot allows maximum field-bending up to a Installation oll'ltothkt'� Do not make pitch of 6/12,use 75%of the table uplift load;bend one time only. to header m�„� new holes or 2x header overdrive nails! Considerations for Hurricane Tie Selection Hurricane Tie Installations to 1. What is the uplift load? Achieve Twice the Load (Top View) 2. What is the parallel-to-plate load? 3. What is the perpendicular-to-plate load? Both connectors shall be same model. 4. What is the species of wood used for the rafter and the top plates? (Select the load table based on the lowest performing species of wood.) _ 5. Will the hurricane tie be nailed into both top plates or the upper Wall r Wall Top Piste p P top plate only? wall y Top Plate 6. What load or loads will the hurricane tie be taking? = I Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: Design Uplift/Allowable Uplift+Design Lateral Parallel to Plate/ W Allowable Lateral Parallel to Plate+Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plate<1.0. j a The three terms in the unity equation are due to possible directions that y exist to generate force on a hurricane be.The actual number of terms used Install diagonally across Products can be on the Nailing Into both sides of Ro z in the equation for each condition is dependant on designer's method of from each other for same side of the wall a single pry 2x truss may1-4 Z calculating wind forces and the utilization of the be in the structural system. minimum 2x truss. provided they are cause the wood to split. y a configured as shown. 0 7. Select hurricane tie based on performance,application,installed cost W and ease of installation. Z 0 VBKnee Braces Z O The VB provides lateral resistance force at the bottom of beams 2W Min. when installed approximately 45°or more to the vertical plane. ' MATERIAL:12 gauge FINISH:Galvanized Hanger o INSTALLATION:•Use specified fasteners.See General Notes. not shown •16-N54A fasteners are included with the brace. \ ay c, CODES:See page 12 for Code Reference Key Chart. Six N54A Nails = Model H L Fasteners Allowable Tension Loads' Code No. (Beam Depth) (Total) Floor(100) Roof(125) Ref. One N54A V85 10'-15' 5' 16-N54A 990 1240 in each tab VB7 15'-22'h' 7' 16-N54A 990 1240 Two N54A VB8 22h'-28'h' 8' 16-N54A 990 1240 115,F14 Accommodates - in seat VB10 28'r4'-36' 10' 16-N54A 990 1240 beam widths of �_ VB12 36'-42' 12' 16-N54A 990 1240 31/e'to101/4' SST-H1 to H14 1.Roof loads have been Increased 25%with no further increase allowed. Typical VB Installation 157 TLL-0641331 1405112-25114R RF INSTALL MA 10-27-14 i INSTALLATION GUIDE FOR PLATED TRUSS CONNECTORS • FACE MOUNT HANGERS LUS/MUS/HUS/HHUSMUS SERIES m Carried Model Fasteners(Quantity&Size) __111 Member No. Carrying Member Carried Member HEIM LUS24 (4)-0.148'x3' (2)-0.148"x3" D d 000eo=o LUS26 (4)-0.148"x3" (4)-0.148"x3" oeovo LUS28 (6)-0.148'4' (4)-0.148'x3" LUS210 (8)-0.148'x3' (4)-0.148"x3" MUS26 (6)-0.1484" (6)-0.148'x3' 1-PLY MUS28 (8)-0.148'x3' (8)-0.148"x3' LUS28 Typical LUS HUS26 (14)-0.162'x3'/2' (6)-0.162"x3'/2' Installation HUS28 (22)-0.162'41/2" (8)-0.162"x3'/i HUS210 (30)-0.162'x3'/z' (10)-0.162"x3'/i o HGUS26 (20)-0.162"x3'/2" (8)-0.162'x3'/2" HGUS28 (36)-0.162'x3'/z' (12)-0.162'x3'/z HHUS26-2 (14)-0.162.01/i (6)-0.162'x3'/x' < q o•. HHUS28-2 (22)-0.162'x3'/i (8)-0.162"x3'/2' c N h HHUS210-2 (30)-0.162-xW,' (10)-0.162'41/2' 2-PLY HGUS26-2 (20)-0.162"x3'/z' (8)-0.162'x3l/2' 'HGUS28 2 r o HGUS28-2 (36)-0.162k3'/z 1/2(12)-0.162-4 ' 4 HGUS210-2_ _(46)-0.162'41/2' (16)-0.162'x3%z'_ i,•� r HGUS26-3 (20)-0.162°x3'/z' (8)-0.162°x3'/2' 3-PLY HGUS28-3 (36)-0.162'x3'/i (12)-0.162"x3'/2' p •o MUS28 HGUS210-3 (46)-0.162N3'/x' (16)-0.162"41/2' y HHUS210-4 (30)-0.162'x3% (10)-0.162'x3'/z u HGUS26-4 (20)-0.162'x3%' (8)-0.162'x3'/2' d 4� HGUS28-4 (36)-0.162'x3Y2 (12)-0.162'x3'/2' p Q 4-PLY __.. --- HGUS210-4 (46)-0.162'x3V,' (16)-0.162.41/2 HUS210 HGUS212-4 (56)-0.162'x3'/z' (20)-0.162x3'/s' p (HHUSsimilar) HGUS214-4 (66)-0.1625c3'/i (22)-0.162'x3'/z -- - - - HUS410 8 -0.162'x3Y2 ' �'' 10 4X O (8)-0.162°x3/z �• � Double Shear Nailing HHUS410 (30)-0.162'x3'/i (10)-0.162'x3Y2' HUS410 Top View HTU SERIES Min.Nailing-Fill Round Holes Max.Nailing-Fill Round and Triangle Holes Minimum and maximum nailing options. See design information for correct installation option. Carrying Carried Member Carried Model Fasteners(Quantity&Size) \ Member Member No. Carrying Member Carried Member y HTU26 (20)-0.162"x3'/2" (Min:14)/(Max:20)-0.148"x1'/2" °tt 1 PLY HTU28 (26) 0.162'x3'/2' (Min:14)/(Max:26) 0.148'x1'/2" HTU210 (32)-0.162N3'/z (Min:14)/(Max:32)-0.148'x1'/2° O° oo HTU26-2 (20)-0.162'x3l/2' (Min:14)/(Max:20)-0.148"x3' $ 2-PLY HTU28-2 (26)-0.162'x3'/i (Min:14)/(Max:26)-0.148'x3' HTU26 HTU210-2 (32)-0.162'x3'/z (Min:14)/(Max:32)-0.148'x3' Typical HTU26 Minimum Nailing Installation ©2011 Simpson Strong-Tie Company Inc.WC-PTBI11 1/11 exp.1113 TLL-0641332 1405112-25114R RF INSTALL MA 10-27-14 i INSTALLATION GUIDEi " PLATED TRUSS CONNECTORS SKEWED AND FIELD SKEWABLE HANGERS SURA & HSURA i Standard 45°skew. j Carried Model Fasteners(Quantity&Size) ° . Member No. Carrying Member Carried Member ° SUR/1_24 (4)-0.162'x3'/2" (4)-0.148'x1'/2' \ ` 1-PLY SUR/L26 (6)-0.162'x3'/2' (6)-0.148'x1'/2' ° SUR/L210 (10)-0.162'x3YV (10)-0.148'x1%2° �, ,_ as°�� HSUR/L26 2 (12) 0.162k3'/i (4) 0.162'x 2 PLY 2'/x' ° Typical SUL Installation HSUR/L210-2 (20)-0.162'x3Yz' (6)-0.162'x21/2' with Square Cut Joist HSUR SUL (HSUL similar) THASRA 0 22'/2°skewed,field skewable from 221/s°to 75°. For 45°floor truss hanger,see THAR/L Adjustable Strap Hanger. t° Carried Model Fasteners(Quantity&Size)' "I �O�U, ,��;; � o pq� Member No. ` Carrying Member Carried Member �0 UD 1 PLY THASR/L29 Top:(4)-0.148'x3° (6) 0.148'x1'/{ "I Face:(6)-0.148'x3' I` THASL29 (2)2x6 Min. j O Top:' -0.148'x3' Face:(8)-0.148'x3' — 2-PLY THASR/L29-2 (6)-0.148k1'/2' Designer may specify Typical THASL29 ___ ____ _ I • Top:(4)-0.148'x3' k9AI 'or d9x2'/z screws in Carried installation 4X THASR/L422 Face:(4) 0.148'x3' (8)-0.148'x3" place of 1 1/2"and 3"nails. Member (L in model name=Left, R in model name=Right) INSTALLATION1 1' Align back edge of carded member vdth the slotted holes the acute Side Rotate acute ;o „u Sid e lc � :; desired angle E Step 1:Install acute Step 2:Utilizing a piece of Step 3:Bend the obtuse side of the Step 4:Install joist/truss side top and/or face scrap fastened to the hanger hanger back toward the header until and install the carried header fasteners. (on obtuse side only),bend the narrow nailing flange lies flat member fasteners on the the hanger along the acute side against the header,and install obtuse obtuse side and seat only. bend line to the desired angle. side header top and/or face fasteners. TJC37 Carrying Field skewable from 0°to 67'/z°.Bend one time only.Minimum Member and maximum nailing options(check design information). FASTENERS: Typical TJC37 Installation Carried Member: ° 0 1 11 Carried Min:(4)-0.131'x1'/i' ° 1 sawrsox 4 . Members Max:(6)-0.131'x11/2" m° S� Carrying Member: °__° IPM 0°-671/2° ........ Min:(4)-0.131"x1'/i — ° Max:(6)-0.131"xi'/2" TJC37 Top View Installation ©2011 Simpson Strong-Tie Company Inc.WC-PTBI11 1/11 exp.1/13 TLL-0641333 1405112-25114R RF INSTALL MA 10-27-14 INSTALLATION I I ' PLATED TRUSS CONNECTORS • MULTIPLE TRUSS HANGERS mill THJA26/LTHJA26 (° THJA26 ° o .{. US Patent Fasteners(Quantity&Size) % _ 5,253,465 Model Carried Member Carrying - - rY 9 No. - Member Hip, Jack Carrying Member �' - ti-# LTHJA26 THJA26 (20)-0.162"x3'/z (6)-0.148"x1'/z /2(4)-0.148"x1' ' LTHJA26 (20)-0.148'x3' (7)-0.148'x1/z (4)-0.148'x1/2 US Patent 1.For the LTHJA26,one 0.148x1%2 nail must be installed into the W"Tyn 5,253,465 orking bottom of each hip through bottom of hanger seat. Point / Top View Hip- Lett Hand Hip Typical THJA26 Installation / Jack Installation (LTHJA26 Similar) THJU26/THJU26W U Fasteners(Quantity&Size).MNo. Heel Carrying Carried MemberMin. THJU26 WTop View Height Member Nip Jack2-Ply Hip/2-Ply Jack THJU26 3'1W (16)-0.148'x3' (4)-0.148'x3' (4)-0.148'x3' THJU26 Installation 51/2 (16)-0.148'x3' (7)-0.148'x3' (7)-0.148'x3' ----- THJU26 W 3'/2' (16)-0.148'x3' (4)-0.148'x3' (4)-0.1485c3' ------- (16)-0.148'x3' (7)-0.148'x3' (7)-0.148'x3'i THJU26 Top View V4.Typ Right Hand Hip Wong Installation 41 Point Typical THJU26 Installation MTHM/MTHM-2 Model 2-Ply Fasteners(Quantity&Size) Detail No. Bottom Carrying Carried Member Chord Member R/L Hip Jack MTHM 2x4 (22)-0.162'x3'/2' (8)-0.148'x11/2' (4)-0.148'x1'/2' (MTHM-2 similar) r A-B MTHM 2x6 (34)-0.162'x3'/i (8)-0.148'xl1/2" (4)-0.148'xl'/2' Carrying Member 2x8 (42)-0.162'x3'/2' (8)-0.148'x1'/z' (4)-0.148'xl'/i 2x4 (22)-0.162 x3'/i (16)-0.1485c1'/z' (4)-0.148'xl'/2' Carried '% = C MTHM 2x6 (34)-0.162'x3'/i (16)-0.148'x1'/2" (4)-0.148'x1'/2 Members Hi Typical MTHM Installation pp 2x8 (42)-0.162'x3'/2' (16)-0.148'x1'/2" (4)-0.148'xl'/2"I Jack . 2x4 (22)-0.162"x3'/2' (16)-0.148"x1'/2' - D MTHM 2x6 (34)-0.162°x3'h° (16)-0.148'xl'/2" - 2x8 (42)-0.162'x3'/z' (16)-0.148'x1'/2" - ; E-F MTHM-2 2x4 (39)-0.162 x3'/z (8)4148'01/2' (4)-0.148'x1'/2' 2x6 (47)-0.162 x3'/i (8)-0.148'x1'/z' (4)-0.148'x1'/i AT B C D G MTHM-2 2x8 (39)-0.162'x3'/i (16)-0.148'xl'/i (4)-0.148'xl'/2' 2x4 (47)-0.162'x3'/2" (16) 0.148'x11/2" (4)-0.148"x1'/2' 2 2x6 (39)-0.162'x3'/z' (16)-0.148'xl'/2' - 2x8 (47)-0.162'x3'/z' (16)-0.148'x1'/2 - H MTHM _ E F G ?!H ©2011 Simpson Strong-Tie Company Inc.WC-PT8111 1/11 exp.1/13 TLL-0641334 1405112-25114R RF INSTALL MA 10-27-14 i INSTALLATION I rIR PLATED TRUSS CONNECTORS • ADJUSTABLE STRAP HANGERS THA SERIES Minimum and maximum nailing options.See design information for correct installation option. For minimum nailing,straps must be bent over the top of the carrying member a minimum of 2'/2" for the THA29 and 1'/2"for the THA213. Model Fasteners(Quantity&Size) o � No. Minimum Nailing Installation(Top Flange) Maximum Nailing Installation Carrying Member Carried Member Carrying Member Carried Member THA29 Top:(4)-VOW* (4)-0.148°x3°(slant) Face:(16)-0.1OW" (4)-0.148°x3"(slant) ° ° Face:(4)-0.148°x3° �j THA213 Top:(4) 0.148'x3°Face:(2)-0.148'x3' (4) 0.148'x1Yz'(straight)Face:(14) 0.148°x3' (4) 0.148°x3°(slant) c =• p o o ofTypical THA29 Typical THA29 o Minimum Nailing Maximum Installation Nailing °°° THA290 Installation I^ For minimum nailing only, tabs must be straightened so that nails can be driven straight. THA213 ADJUSTABLE FLOOR TRUSS HANGERS (THA AND THAR/L) THAR/L has a standard skew of 45°.THAR/L straps must be bent over the carrying member a minimum of 2'/2".THA straps must be bent a minimum of 2"for the minimum nailing installation. Fasteners(Quantity&Sae) ModelNo. Minimum Nailing Installation(Top Flange) Maximum Nailing Installation 4-7 Carrying Member Carried Member Carrying Member Carried Member THA418 Top:(4) 0.162' 31/ (6)-0.148°x3°(straight) Face:(22)-0.162°x3'/z (6)-0.162°x3'/z(slant) Face:(2)-0.162°x3/z' THA422/ Top:(4)-0.162'x3'/2' THAC422 Face:(2)-0.162°x3'/z (6)-0.148°x3"(straight) Face:(22)-0.162°x3'/2 (6)-0.162°x3'/2'(slant) THA422-21 Top:(4)-0.162"x3'/2' (6)-0.162°x3'/2"(straight) Face:(30)-0.162°x3'/2" (6)-0.162°x3'/z(slant) THAC422-2 Face:(4)-0.162°x3/z" THAR/1-422 Top:(4)-0.148'x3' (1)-0.148°x3'(straight) Top:(4)-0.148'x3' (1)-0.148'x3°(straight) Face:(2)-0.148"x3' (2)-0.148°x1'/z(slant) Face:(8)-0.148'x3° (2)-0148°x1%z(slant) Typical THA Typical THAL422 0 MembCarier Installation Installation ✓ with a 4x2 on 4x2 wood ° floor truss truss. / THAL422 Carried Member ---- 0 2011 Simpson Strong-Tie Company Inc.WC-PTBI11 1/11 exp.1/13 TLL-0641335 1405112-25114R RF INSTALL MA 10-27-14 Masonry Connectors strapsr ' The MTSM and HTSM offer high strength truss to masonry connections. 04 MATERIAL:MTSM-16 gauge;HTSM-14 gauge F FINISH:Galvanized.See Corrosion Information, page 10 11. Moisture barrier INSTALLATION: F not shown r/4 �I11 •Use all specified fasteners.See General Notes. Typical 04 •Installs with hex head Titen®screws. MTSM20 •Attach to either side of grouted concrete block Installation with a minimum one#5 rebar horizontal. 1'Typ- CODES:See page 12 for Code Reference Key Chart. a5 Rebar Min. Fasteners' DF/SP SPF/HF Allowable Lateral Model Allowable Uplift Loads' Allowable Uplift Loads' Loads(DF/SP/SPF/HF) Code No. L 10d 100><1'f� 100 10dx1rh F1 F2 Ref. Tn►ss CMU Concrete T;��T (160) (160) (160) (160) (160) (160) 53 � MTSM16 16 7-10d 4-Y4x2'/4 T'rten 4-'/4x1e/4 Trten 860 860 750 750 " MTSM20 20 7-10d 4-'/4x2'/4 Tden 4-%x13/4 Titen 860 860 750 750 285s 3853 F27 L ot Hole HTSM16 16 8-10d 4-'/4x2%Titan 4-'/4xl3/4Titan 1175 1175 1020 1020 vp•)HTSM20 20 10.10d 4-'/4&KThen 4-'/4x1%Tden 1175 1175 1020 1020 iteners ° 1,Typ1.Loads have been Increased 60%for wind or earthquake loading with no further Increase allowed;reduce where other loads govern. quired2.Twist straps do not have to be wrapped over the truss to achieve the allowable load. ° 3.Minimum edge distance for Then screw is 1 W. o;� 4.See page 139 for Tden screw information. 5.Table allowable loads were determined using test uttimate/3 or fastener calculation values. MTSM20 MTSM16 6.Products shall be Installed such that the Titan screws are not exposed to the weather. 7.Minimum fm=1500 psi and f'c=2500 psi. 8.Lateral loads apply when on the wall side Titan screws are installed into the first four hexagonal holes from the bend line and on the truss/ratter the first seven nail holes near the bend line are filled.Arry other fasteners required can be installed in any open hole. 9.NAIL$:10d=0.148'dia.x 3'long,1 0dx1 112=0.148'dia.x 1 Yz'long.See page 16-17 for other nail sizes and Information. MGTIHGTGirder Tiedowns The MGT and HGT series are girder be downs for moderate to high load ti applications that are typically installed prior to roof sheathing.The MGT wraps over the heel and is anchored on one side of the truss.The HGT straddles the heel and anchors on both sides of the truss.The HGT is field adjustable,making it suitable for trusses with top chord slopes up to 8:12. Moisture The HGT is available in sizes for 2-,3-and 4-ply widths. barrier t� MATERIAL:MGT-12 gauge;HGT-7 gauge 1411he' ° t FINISH:MGT—Galvanized;HGT—Simpson Strong-Tie®gray paint trsWa ° ° o INSTALLATION:•Use all specified fasteners.See General Notes. 11 •When the HGT-3 is used with a 2-ply girder or beam,shimming is •�•' treInto 4 _ � N required and must be fastened to act as one unit. •Attach to grouted concrete block with a minimum one#5 rebar ? VA. 3'Min. horizontal in the top lintel block. i tY• •See page 160 for wood applications. r CODES:See page 12 for Code Reference Key Chart. �,ie� �Min. } ' Z a MGT Typical MGT Installation O.C. Fasteners DF/SP SPF/HF Model Dim Allowable Allowable Code Z No. W Between Concrete/ birder Uplift Loads Uplift Loads Ref. 3/4'dia. Anchors CMU (160) (160) washers N MGT 33/4 — 1-% 22-10d 3965 3330 F26 3/4'dia.washers required required Z washers not N (not supplied) (supplied) Moisture HGT-2 3s/re 53/4 2-3/4 16-10d 10980 6485 not shown N _.. - - m HGT-3 4'V,e 73A 2--/4 16-10d 10530 9035 F19 HGT-4 I 6B/re 9 1 2-3/4 16-10d 9250 9250 4 0 1.Attached members must be designed to resist applied loads. \ � 2.Minimum f'm=1500 psi and f'c=2500 psi. '. 35/e' 4. 3.To achieve the loads listed for the MGT and HGT,anchorage Into a 8'wide 1 ° concrete tie-beam or grouted and reinforced CMU tie-beam can be made using I (I Simpson Strong-Tie®SET Epoxy-Tle®adhesive with a minimum embedment depth of 12'. 111 s Vertical reinforcement may be required to transfer the loads per Designer. 2ys 4.Allowable loads have been increased 60%for wind or earthquake loading with W 65 Rebar , no further increase allowed;reduce where other loads govern. t Min. 5.The MGT can be installed with straps vertical for full table load provided all specified Crescent nails are installed to either a solid header or minimum double 2x6 web. Typical HGT-2 Installation 6.Table allowable loads were determined using tested lowest ultimate/3 or fastener washer HGT-2 YD calculation values. supplied (HGT-3 and into Concrete and HGT-4 similar) 7.RAILS:1 Dd=0.148'dia.x 3'long.See page 16-17 for other nail sizes and Information. required 146 TLL-0641336 1405112-25114R RF INSTALL MA 10-27-14 i o rUss TypejQty y 11405112-Turtleback Rd-MarstonMills MA 25114R 15.0-7 Common 2 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print:7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:45:55 2014 Page 1 I D:sL716otzZ_OvtO5Xf5 kxu Qze5 Me-xQSHu s ksu71 VULVv5Ca3LJ S IKB30utjreYd eU WyPwTg 1-a0 , 7-0-0 14-0.0 15-0.0, 1.0-0 7.0.0 7-0-0 1-M 4x6= Scale=1:33.8 3 8.00 12 T 18L 2 4 1 � B1 5 I4. 6 4x8 11 1.5x3 11 4x8 11 -1-a0 7-0-0 14-0-0 1 0 0 7-0-0 74)-0 Plate Offsets(X,Y)— 12:0-3-8,Edgej,14:0-3-8,Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.06 2-0 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.16 2-0 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IRC20091TP12007 (Matrix) Weight:46 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 2-2-0 oc puffins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. WEBS 2x4 SPF No:2 WEDGE Left:2x6 SPF 1650F 1.5E,Right:2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 2=775/0-5-8 (min.0-1-8),4=775/0-5-8 (min.0-1-8) Max Horz 2=134(LC 8) Max Upfift2=-149(LC 9),4=-149(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-807/165,3-4=-807/165 BOT CHORD 2-6=0/525,4-6=0/525 WEBS 3-6=0/332 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 4.This connection is for uplift only and does not consider lateral forces. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. _e��1�OF A% 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard O� TIMOTHY L. yGN g LaCHAPELLE v CIVIL N o.30 0 L 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14.14 i Job rusS I rusS I ype Uty ply 1405112-Turtleback Rd-MarslonMills MA i 25114R 1502 Roof Special , 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.530 s Jul 14 2014 Print:7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:45:56 2014 Page 1 I D:sL716ot,Z_OvtO5Xf5kxu Qze5 Me-Q dff 5CILIf QO M6V45fv5lt W?wKbO3d E P?tC MBOyyPwTf 7-2.6 14-4-11 1852 2250 23-8-0 7-2-6 7-2-6 4-1-7 14 1-0-0 Scale=1:39.4 3x8= 1.5x3 11 6x8 1 2 11 3 T1 8.00 ,2 2x4 W2 4 rV b 5 s 1" B7 82 d 12 9 8 13 7 10 3x6= 3x8 II 3x4 II 4x10= 3x4= 7-4-2 14-4-11 2248-0 7-4-2 7-0-10 B-3.5 Plate Offsets(X,Y)— [3:0:�-0,0-1-91,[5:0-3-8,Edgel LOADING(psf) SPACING- 2-" CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.12 5-7 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.32 5-7 >833 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:101 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 4-6-3 oc pudins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 3-9 WEDGE Right:2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 10=1112/Mechanical,5=1216/0-5-8 (min.0-1-15) Max Horz 10=-243(LC 9) Max UpliftlO=-248(LC 5),5=-183(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-1046/320,1-2=-1005/268,2-11=-1004/268,3-11=-1006/268,3-4=-1311/289, 4-5=-1562/317 BOT CHORD 10-12=-71/274,9-12=-71/274,8-9=40/1019,8-13=-40/1019,7-13=40/1019. 5-7=-148/1166 WEBS 1-9=-342/1275,2-9=-661/295,3-7=0/348 NOTES- (11) 1)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) -e�'xN OF lkgss 10=248. qC 8)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)5.This y connection is for uplift only and does not consider lateral forces. O TIMOTHY L. GN 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and g Lia HAPELLE referenced standard ANSI/TPI 1. V CIVIL co 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. o.30 LOAD CASE(S) Standard Q L 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2bMi EMS RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 i ofuss truss type y y 11405112-Turtleback Rd-MarstonMills MA 25114R 1,103 Hatt Hip 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.530 s Jul 14 2014 Print:7.530 s Jul 14 2014 MTek Industries,Inc. Sat Cct 25 09:45:56 2014 Page 1 I D:sL716otzZ_OvtO5Xf5kxu Qze5Me-Qdff5C IUfOO M6V45fv 5ltW?w7 bPYdAZ?tC M BOyyPwTf 11 0 Q 21915 9 5 13-1-2 1�-F-2 19-3-4 2,0-2-14 26Al2 26,11-11 34-0.0 , 6-9 5 6314 5 5 9 2 11-10 6-314 5 7 0 5 Scale=1:60.0 7x10 MT1811S i 1.5x3 11 WO= 3x8= 1.5x3 11 3x8= 3 4 16 517 6 7 18 8 8.00 F12 RI B2 n1 2 rc«llll 14 13 11 10 5x6 11 15 12 9 1.5x3 II 3x6— WO= 3x3 II 3x6 WO= 3x4 II 11 0 Q 6-9 5 13-1-2 19-3.4 26-r12 34-0-0 6 9 5 6-3-14 6 2-2 7-3-8 7-5-4 Plate Offsets(X Y)— [3:0-6-8 0-1-12] LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.07 9-10 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.18 9-10 >955 180 MT18HS 197/144 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.02 12 n/a n/a BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:144 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 2-2-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 WEDGE Left:2x6 SPF 165OF 1.5E REACTIONS. (lb/size) 9=597/Mechanical,2=952/0-5-8 (min.0-1-8),12=191210-5-8 (min.0-3-0) Max Horz 2=205(LC 9) Max Uplift9=-137(LC 6),2=-153(LC 9),12=-287(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1096/188,3-4=-609/172,4-16=-609/172,16-17=-609/172,5-17=-609/172, 5-6=-455/117,6-7=455/117,7-18=455/117,8-18=455/117,8-9=-530/176 BOT CHORD 2-15=-235f758,14-15=-234/763,13-14=-234/763,12-13=-317/67,11-12=-317/67, 10-11=-317/67 WEBS 3-15=0/292,5-13=-304/1177,5-12=-1766/537,5-10=-211/927,8-1 0=-1 32/506, 4-13=-507/219,7-10=-042/284 NOTES- (12) 1)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=34ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. OF MqS 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except('it=lb) 9=137 O TIMOTHY L. GN 9)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 12.Thi g LaCH APE LLE connection is for uplift only and does not consider lateral forces. U CIVIL 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and 0.30 Ch referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Q LOAD CASE(S) Standard 'cF l 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14.14 o NSS 711P ype ty 1405112-Turtleback Rd-MarstonMills MA 25114R 504 1 1 Job Reference(optional Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.530 s Jul 14 2014 Print 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:45:57 2014 Page 1 ID:sL716ot7Z_OvtO5Xf5kxuQze5Me-upD 1 JYm6PkYDkHICddXQkYB_7ggMZg86s61ZOyPwTe T1-0-Q 4414 8-9-5 141-2 15-0-2 19-3� 21-2-14, 23-0 8 245$ 29-5-12 340-0 4414 4 47 5 314 010 15 432 1-11-10 2-1-9 41 5-0 6 4Fr4 Scale=1:60.0 4x4= 3x4—_ 1.5x3 11 3x6= 3x4—_ 1.5x3 11 3x4= 4 5 617 7 8 189 10 8.00 12 2x4 3 V�/J 4 �1 2 1 3x8 11 16 15 19 20 k!e 14 13 21 22 12 11 3x8= US= 3x8= 3x6= 3x8= 2x4 II T1-40 B-9-5 19-3-4 29-5-12 340-0 8-9-5 10-5-15 10-2-8 Plate Offsets(X,Y)— [2:0-3-8,Edgel,[4:0-2-4,0-2-4) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.26 14-16 >887 240 MT20 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.50 12-14 >348 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.02 11 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:159 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 5-6-7 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No.2 6-0-0 oc bracing:11-12. WEDGE WEBS 1 Row at midpt 5-14 Left:2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 11=518/Mechanical,2=892/0-5-8 (min.0-1-8),14=2051/0-5-8 (min.0-3-3) Max Horz 2=256(LC 9) Max Upliftl I=-128(LC 6).2=-127(LC 9),14=-328(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1041/177,3-4=-749/138,4-5=-533/162,5-17=-123/438,6-17=-123/438, 6-7=-123/438,7-8=-123/438.8-18=-257/55,9-18=-257/55,9-10=-257/55, 10-11=-505/132 BOT CHORD 2-16=-329/758 WEBS 3-16=-272/199,6-14=-408/180,8-14=-814/252,5-16=-95/464,5-14=-1047/349, 8-12=-12/276,9-12=-407/179,10-12=-93/448 NOTES- (11) 1)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=34ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Extedor(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. OF MASS 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 14.This O� TIMOTHY L. yGN connection is for uplift only and does not consider lateral forces. g LaCHAPELLE 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and V CIVIL referenced standard ANSI/TPI 1. ch 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0.30 O LOAD CASE(S) Standard L 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 i Job I russ I russ I ype Qty Ply 1405112-Turtleback Rd-MarstonMills MA 25114R 505 Half Hip 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.530 s Jul 14 2014 Print:7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:45:57 2014 Page 1 ID:sL716otzZ—OvtO5Xf5kxuQze5Me-upD1 JYm6PkYDkfflCddXQkY5d?geMcY86s61ZOyPw7e 5 4 14 10 4 9 5 18-5-0 19 3�1 27-93 34-0-0 5-0 14 57 7-7-12 1 8-5-15 6-2-13 Scale=1:61.1 7x10 MT78HS-i 1.5x3 11 3x8= 3x8= 2x4 11 3 14 6a 415 m 7 8.00 rl2 2x4 2 EW3ZW3W5 a. E lot 1 3x8 II 13 12 17 11 10 18 9 19 8 48= 3x8= 3x6= 1.5x3 II 3x6 3x4= 10-9-5 19.3-4 27-9-3 34.0.0 10-9-5 8-5-15 B-5-15 62 13 Plate Offsets(X,Y)— [1:0-3-8,Edge),[3:0-6-0,0-1-8) LOADING(psf) SPACING- 2-" CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.34 1-13 >680 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.87 1-13 >264 180 MT18HS 197/144 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IRC2009rrPI2007 (Matrix) Weight:156 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins, T2:2x4 SPF 1650F 1.5E except end verticals,and 2-0-0 oc purlins(2-2-0 max.):3-7. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-4-8 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 7-8,3-11,6-11,6-8 WEDGE Left:2x4 SPF No.2 REACTIONS. (lb/size) 8=542/Mechanical,1=819/Mechanical,11=2018/0-5-8 (min.0-3-3) Max Horz 1=285(LC 9) Max UpliftB=-130(LC 6),1=-53(LC 9),11=-352(LC 9) Max Grav8=561(LC 2),1=819(LC 1),11=2018(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1036/155,2-3=-684/104,3-14=-69/268,14-15=-69/268,4-15=-69/268, 4-5=-69/268,5-6=-69/268 BOT CHORD 1-13=-362/782,12-13=-146/452,12-17=-146/452,11-17=-146/452,10-11=-70/297, 10-18=-70/297,9-18=-70/297,9-19=-70/297,8-19=-70/297 WEBS 2-13=-394/264,3-11=-960/287,4-11=-758/331,3-13=-28/498,6-11=-723/165, 6-9=0/398,6-8=-467/110 NOTES- (13) 1)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=34ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OF MA 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. y 7)Refer to girder(s)for truss to truss connections. O TIMOTHY L. GN 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except Qt=lb LaCHAPELLE 8=130. 0 CIVIL -4 9)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)11.This ca connection is for uplift only and does not consider lateral forces. 0.30 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and p referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. L LOAD CASE(S) Standard 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 Job I fuss I russ I ype Qty Ply 1405112-Turtleback Rd-Marston Mills MA 25114R 506 Hip 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giant Run:7.530 s Jul 14 2014 Print 7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:45:58 2014 Page 1 ID:sL716otzZ OvtO5W5kxuQze5Me-M?mQWunkA2g4LpEUmK8mzx4LvO1y5521LWr15gyPwTd 211114 4 14 12-9-5 17 0 0 21-2-11 27-7-2 34-0-0 2114 � 6-4-7 11 4-2-11 6-0-7 64-14 Scale=1:62.5 6x8= 5x8 MT18HS= 3 12 0 13 4 T2 8.00 12 1.5x3\\ 1.5x3 2 W3 5 0 d 1 1 6 1 1 3x8 11 11 10 14 10 9 15 8 7 axe 11 1� 3x6= 3x4= 3x4= 3x4= 3x6= 9-8-13 19-3-4 24-3-3 34-0-0 9-8-13 9-6-7 411-15 9-8.13 Plate Offsets(X,Y)— [1:0-3-8,Edge),[3:0-6-0,0-2-12),[4:0-4-0,0-1-9),[6:0-3-8,Edge) LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.31 9-11 >733 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.69 6-7 >256 180 MT18HS 197/144 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:145 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF N0.2'Except' TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc pudins, T2:2x6 SPF 1650F 1.5E except BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins(10-0-0 max.):3-4. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEDGE WEBS 1 Row at midpt 3-9,4-9 Left:2x4 SPF No.2,Right:2x4 SPF No.2 REACTIONS. (lb/size) 9=2169/0-5-8 (min.0-3-6),1=752/Mechanical,6=466/Mechanical Max Horz 1=-225(LC 7) Max Uplift9=-307(LC 9).1=-104(LC 9),6=-03(LC 9) Max Grav9=2169(LC 1),1=811(LC 14),6=552(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1009/228,2-3=-726/257,3-12=0/478,12-13=0/478,4-13=0/479,4-5=-275/161, 5-6=-558/131 BOT CHORD 1-11=-84/749,10-1 1=-95/272,10-14=-95/272,9-14=-95/272,6-7=-27/384 WEBS 2-11=-458/300,3-11=-1 20/653,3-9=-1123/275,4-9=-1177/317,4-7=-157/591, 5-7=-479/303 NOTES- (14) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=34ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��t1 OF MAS 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. O� TIMOTHY L. yGN 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except Ot=lb g LaCHAPELLE 1=104. 0 CIVIL co One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)9.This connection is for uplift only and does not consider lateral forces. o.30 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and p referenced standard ANSI/TPI 1. F 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. L LOAD CASE(S) Standard 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2.14-14 Job rus5 Truss Type Qty ply 1405112-Turtleback Rd-MarstonMills MA 25114R 507 Hip 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.530 s Jul 14 2014 Print 7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:45:58 2014 Page 1 ID:sL716otzZ—Ovt05Xf5kxuQze5Me-M7mQ WunkA2g4LpEUmK8mzx4GN05o55CILWrl5gyPwTd 7-5 3 14-9-5 26-6-13 34.0-0 7-5 3 7-4-2 11-9-9 7-5-3 5x8 MT18HS�� Scale=1:68.9 4x8 f, 8.00 12 4 5 3x6 3x6 3x6-i 3 6 US 4 7 0 2 d W2 W2 1 8 r W1 1 'd 5x6 II 15 14 13 12 16 11 10 9 17 5x6 II 1.5x3 11 US— 3x4= 3x8— 3x6— 1.5x3 II i 7-5 3 1"' 19 6 0 26-6-13 34-M 7-5-3 7.4-2 4 8 11 7-0-13 7-5-3 Plate Offsets(X,Y)— [4:04-4,0-1-8),[5:0-4-4,0-1-11) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.08 1-14 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.23 1-14 >999 180 MT18HS 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:152 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins,except BOT CHORD 2x4 SPF No.2 2-0-0 oc puriins(10-0-0 max.):4-5. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEDGE WEBS 1 Row at midpt 4-11,5-11,7-11,2-12 Left:2x4 SPF No.2,Right:2x4 SPF No.2 REACTIONS. (lb/size) 1=738/Mechanical,11=2222/0-5-8 (min.0-3-8),8=427/Mechanical Max Horz 1=-260(LC 7) Max Upliftl=-96(LC 9),11=-329(LC 9),8=-50(LC 9) Max Grav1=800(LC 14),11=2222(LC 1),8=523(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-992/181,2-3=-331/131,4-5=0/409,5-0=0/641,6-7=0/347,7-8=-516/125 BOT CHORD 1-15=-103/722,14-15=-103f722,13-14=-103l722,12-13=-103f722,10-11=-60/334, 9-10=-60/334,9-17=-60/334,8-17=-60/334 WEBS 4-12=-113/569,4-11=-1043/221,5-11=-705/151,7-11=-767/315,2-12=-752/311, 2-14=0/338,7-9=0/335 NOTES- (14) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=34ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide L(N OF M4SS will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Refer to girder(s)for truss to truss connections. 'y 9 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 lb uplift at'oint s 1,8. O TIMOTHY L. G ( Y ) 9P P 9 P 1 ( ) 10)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)11.This g LaCHAPELLE connection is for uplift only and does not consider lateral forces. U CIVIL N 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and I referenced standard ANSI/TPI 1. O.30 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Q 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard l 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. I RT-901 2-14.14 I �Job fuss Truss Type ty y 1405112-Turtleback Rd-MarstonMills MA 25114R 508 PIGGYBACK BASE 2 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:46:11 2014 Page 1 ID:sL716otzZ OvtO5Xf5kxuQze5Me-TV3KFKxu61JEPpj_1Ztp_h7VJeXNe_UCK1VU2ayPwTQ 7-53 1410A 2&6_13 34-" , 7-53 7113 1 11-8_12 7-53 _ 4x8 i 5x8 MT1811S� Scale=1:73.4 8.00 F12 4 15 5 3x6 i 3x6�� 3x6 4 3 6 US 2 4 7 Ny d W2 W2 1 8 r W1 1 r` Ia 5x6 II 16 14 13 12 1711 10 9 16 3x8 II 1.50 11 3x6 3x4= 3x8= 1.5x3 11 3x6= 7-53 1410 026 0 6 13 34 0 7-53 7 4 13 47-15 7-013 7-53 Plate Offsets(X,Y)— [4:0-4-4 0-1-81,[5:0-4-4,0-1-11] [8:0-3-8,Edge] LOADING(psf) SPACING- 2-" CS]. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.08 1-14 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.22 1-14 >999 180 MT18HS 1971144 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:152 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Sheathed or 5-10-8 oc pudins,except T1:2x4 SPF 1650F 1.5E 2-0-0 oc purlins(10-0-0 max.):4-5. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 2-12,4-10,5-10,7-10 WEDGE Left:2x4 SPF No.2,Right:2x4 SPF No.2 REACTIONS. (lb/size) 1=737/Mechanical,10=2216/0-5-8 (min.0-3-8),8=435/Mechanical Max Horz 1=-262(LC 7) Max Upliftl=-95(LC 9),10=-328(LC 9),8=-51(LC 9) Max Gravl=787(LC 14),10=2216(LC 1),8=532(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-971/181,2-3=-305/130,4-15=0/403,5-15=0/403,5-6=0/634,6-7=0/338, 7-8=-532/124 BOT CHORD 1-16=-103/706,14-16=-103/706,13-14=-103f706,12-13=-103/706,9-10=-58/349, 9-18=-58/349,8-18=-58/349 WEBS 2-14=0/339,2-12=-757/314,4-12=-114/568,4-1 0=-1 039/220,5-10=-697/149, 7-10=-772/317,7-9=0/336 NOTES- (14) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=34ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t1 OF M,qSS 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. y 7)Refer to girder(s)for truss to truss connections. O TIMOTHY L. GN 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,8. g LaCHAPELLE 9)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)10.This U CI VIL co is for uplift only and does not consider lateral forces. 0.1 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and 30 referenced standard ANSI/TPI 1. Q 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)The loading on this truss has been modified to reflect the roof profile,the ddgeline is located 17-0-0 from joint 1 and has a slope of L 8.000 on the left and-8.000 on the right. 7/14 LOAD CASE(S) Standard 2 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 Job russ I russ I ype Qty Ply 1405112-Turtleback Rd-MarstonMills MA 25114R 1510 PIGGYBACK BASE 2 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:46:32 2014 Page 1 ID:sL716otzZ_OvtO5Xf5kxuQze5Me-MYgGfWB3AUyFQ 1 gOmTlkL6V6Z6eE3Ubi9o451syPwT5 7-53 1 -10 0 24.3-10 29 5 4 34 0 0 7-5-3 t-13 9-5-9 5 1-10 4-fr12 5x10 MT18HS-!'� Scale=1:76.5 5x6= 8.00 F12 4 21 5 16 3x6 i 4x4 3x6 i 3 6 2 4 4.00 LL2 N 7 4x8 d 01 W W2 3x6 zt 8 1 �NW1 1 5x6 II 17 15 14 13 1812 11 19 20 10 9 1.5x3 11 3x6— 3x4= 3x8= 3x8= 2x4 II 3x8= 7-5 3 1410-0 195-0 29-5-4 34-0 0 7-5-3 7413 4 7-15 9.11-4 4 612 Plate Offsets(X,Y)— [4:0-6-0,D-1-81,[5:0-3-12,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.30 10-11 >582 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.76 Vert(TL) -0.64 10-11 >271 180 MT18HS 197/144 BCLL 0.0 ' Rep Stress lncr YES WS 0.60 Horz(TL) 0.02 11 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:164 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF N0.2*Except* TOP CHORD Sheathed or 5-11-5 oc purlins, except end verticals,and 2-0-0 oc T1:2x4 SPF 165OF 1.5E purlins(10-0-0 max.):4-5. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 2-13,4-11.5-11,6-11 WEDGE Left:2x4 SPF No.2 REACTIONS. (lb/size) 1=719/Mechanical,11=2255/0-5-8 (min.0-3-9),9=405/Mechanical Max Horz 1=-238(LC 7) Max Upliftl=-80(LC 9),11=-360(LC 9),9=-33(LC 9) Max Grav1=775(LC 14),11=2255(LC 1),9=506(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-951/146,2-3=-282/96,4-21=0/433,16-21=0/433,5-16=0/433,5-6=0/631, 6-7=-650/188,7-8=-515/38,8-9=-496/77 BOT CHORD 1-17=-76/690,15-17=-76/690,14-15=-76/690,13-14=-76/690 WEBS 2-15=0/346,2-13=-761/312,4-13=-126/520,4-11=-1 049/265,5-11=-631/124, 6-11=-001/307,6-1 0=-1 83/690,7-10=-519/243,8-10=0/441 NOTES- (14) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=34ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide OF ASS M will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. .Z y 8 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 lb uplift at'oint s 1,9. O TIMOTHY L. G ( Y ) 9 P Pa 9 P 1 O N 9)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)11.This g LaCHAPELLE connection is for uplift only and does not consider lateral forces. O CIVIL 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and V coO .� referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Q 12)Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 13)The loading on this truss has been modified to reflect the roof profile,the ridgeline is located 17-0-0 from joint 1 and has a slope of 8.000 on the left and-8.000 on the right. L LOAD CASE(S) Standard 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 244-14 Job Truss russ I ype Qty Ply 1405112-Turtleback Rd-MarstonMills MA 25114R 511 PIGGYBACK BASE 6 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:46:43 2014 Page 1 I D:sL716otzZ_OvtO5Xf5kxu Qze5Me-Yf?QyGJzatLh FkA7vHR KH RSx9XN28 RBwhOFAAjypwsw -1-0-p 5 5 10 10-0.12 15-2-6 20 4 0 24-7-15 29-9-0 31-114 34 2-9 39.6-0 40-GO 1-0 0 5 5 10 4 7-2 St-10 51-10 4-3-15 5-1-1 2-2� 2-35 5.37 Scale=1:75.4 5x6= 5x8= 62,L 7 B.00 12 3x6-i 4x6 5 8 3x8 4.00 12 5x6 W1 9 2x4= d 4 1 10 5x8 3x6 3 % W12 14 11 3x6 c� 1 2 15 6x8 12 1 d 3x8 5 d 19 3x6= 20 18 17 22 16 6x8 zzz 3x6= 3x12= 3x4= 5x8% 4.00 12 3x4 II 1 0-0 5 8 12 10�12 11211 20-5-8 247-15 Ll 9 39-6-0 5 8 12 4-0 0 51-0 5 32 4 2-7 51-1 9-9-0 Plate Offsets(X,Y)— [6:0-3-12,0-2-01,[7:0-5-12,0-2-01,[8:0-1-8 0-1-12],It2:0-0-12,Edge],It8:0-3-8 0-1-81 LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.32 12-14 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.89 12-14 >460 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.35 12 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:189 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2'Except* TOP CHORD Sheathed or 2-2-0 oc purlins,except T5:2x4 SPF 2100F 1.8E 2-0-0 oc purlins(4-10-13 max.):6-7. BOT CHORD 2x4 SPF No.2'Except` BOT CHORD Rigid ceiling directly applied or 5-0-4 oc bracing. 84:2x4 SPF 1650F 1.5E WEBS 1 Row at midpt 5-16,7-16,8-15 WEBS 2x4 SPF No.2 SLIDER Right 2x4 SPF No.2 3-1-8 REACTIONS. (lb/size) 2=-134/0-3-0 (min.0-1-8),12=1707/0-5-8 (min.0-2-7),20=2533/0-5-8 (min.04-0) Max Horz 2=275(LC 8) Max Uplift2=-224(LC 15),12=-277(LC 9),20=412(LC 9) Max Grav2=19(LC 14),12=1707(LC 1),20=2533(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-246/1412,3-4=-1430/336,4-5=-1895/475,5-6=-1633/512,6-21=-1254/481, 7-21=-1254/481,7-8=-1893/521,8-9=-3626/672,9-10=-3677/652,10-11=-3834/800, 11-12=-3960/769 BOT CHORD 2-20=-1260/261,19-20=-1260/261,18-19=-1260/261,17-18=-187/1333,17-22=-152/1501, 16-22=-152/1501,15-16=-31/1582,14-15=-330/3207,12-14=-559/3241 WEBS 3-20=-2379/584,3-18=-473/2758,4-18=-992/264,5-16=-485/219,6-16=-127/472, 7-16=-712/19,7-15=-152/1200,8-15=-2247/412,8-14=-203/2167,4-17=0/254 NOTES- (13) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=4011;eave=5ft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OF aJgs 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. O� TIMOTHY L. yG 6)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify (P capacity of bearing surface. g LaCHAPELLE 1-04 7)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 12.Thi V CIVIL -4 connection is for uplift only and does not consider lateral forces. 8)One H2.5T Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)20.This 0.30 connection is for uplift only and does not consider lateral forces. p 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. l 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. - - RT-9012-14-14 Job russ I russ type Uty ply 1405112-Turtleback Rd-MarstonMills MA 25114R 1511 J'IGGYBACKBASE 6 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:46:43 2014 Page 2 I D:sL716otzZ_OvtO5Xf5 kxu Qze5 Me-Yf?QyGJzatLh FkA7v H RKH RSx9XN28 R BwhOFAAjyPwSw NOTES- (13) 12)The loading on this truss has been modified to reflect the roof profile,the ridgeline is located 22-6-0 from joint 1 and has a slope of 8.000 on the left and-8.000 on the right. LOAD CASE(S) Standard 10/27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b �� RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 Job Truss I russ I ype Qty ply 1405112-Turtleback Rd.MarstonMills MA 25114R 511A Roof Special 3 1 Job Reference(option 1 Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.530 s Jul 14 2014 Print 7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:46:57 2014 Page 1 ID:sL716otzZ_OvtO5Xf5kxuQze5Me-7Mdv3UIHA6WFgiDhcs01 RBB7FQgM_vBewtwyPwSi 0-75 0-59 3-0-0 M13 141-11 20-0-0 1 2�-11 5613 SS13 510.5 am 8.00 rR11 4x4= Scale=1:74.1 2 3x6 3 2 4x6 4 4x6— 15 4x4 II 3x6 Q 14 5 _ 3x4= 2x4 6 46= 4x6_ 3x4 3x4— 7 10 3x4 x6 44=16 6x8 8 13 3x8 ^ 5x6 II b54II 4.00 12 os s 31 10-3-0 zo-ao 4 2-0-8 7-3.0 9-9-0 0.2-0 0-5-15 Plate Offsets X Y— 8:0-2-13 Ed a 12:0-3-0 0-1-0 16:0-3-0 0-0-12 LOADING(psf) SPACING- 2-" CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.30 8-10 >772 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.78 B-10 >298 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 Horz(TL) 0.15 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:124 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 3-9-12 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2*Except* WEBS 1 Row at midpt 2-13,4-11 W1:2x6 SPF 165OF 1.5E JOINTS 1 Brace at Jt(s):15 SLIDER Right 2x4 SPF No.2 3-5-13 REACTIONS. (lb/size) 8=1065/0-5-8 (min.0-1-9),16=1427/0-3-8 (min.0-1-8) Max Horz 16=-388(LC 9) Max Uplift8=-112(LC 9),16=-284(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-295/128,3-4=400/104,4-5=-1544/0,5-6=-1655/0,6-7=-2027/168,7-8=-2136/147, 14-16=-951/269,2-14=-951/269 BOT CHORD 10-11=0/975,8-10=-27/1749 WEBS 4-10=0/1156,6-10=-359/324,4-11=-1129/189,11-15=-188/704,11-16=-69/379, 2-15=-90/329,15-16=-504/138 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=oft;Cat.II;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)8,16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. OF MfgSS 7)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)8 and 16.This q connection is for uplift only and does not consider lateral forces. O�� TIMOTHY L. CyG 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and T referenced standard ANSI/TPI 1. � LaCHAPELLE � 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. U CIVIL y LOAD CASE(S) Standard 0.30 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 p Uniform Loads(plf) Vert:1-3=-80,3-9=-80,12-13=-20,10-12=-20,8-10=-20 L Continued on page 2 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a 8, RT-2b all haak � RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14.14 lJob Truss Type Qty Ply 11405112-Turtleback Rd-MarstonMills MA 25114R 511A RoorSpecal 3 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.530 s Jul 14 2014 Print 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:46:57 2014 Page 2 ID:sL716otzZ_OvtO5W5kxuQZe5Me-7Mrjv3UIHA6WFgjDhcs01 RBB7FQgM_vBewfwyPwSl LOAD CASE(S) Standard Concentrated Loads(lb) Vert:2=450 4 10/27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND �. INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 i o russ truss type I Qty jPIY 1405112-TuNeback Rd-MarstonMills MA 25114R 1,12 Roof Special 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.530 s Jul 14 2014 Print:7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:46:57 2014 Page 1 I D:sL716otzZ_OvtO5Xf5kxu Qze5Me-7 M6v3U IHA6WFgjDhcsO1 OQ BADQ hc_vBewtwyPwSi 11 0 0 6 9 5 12-5-5 18-1-5 22-8-0 23-273 28-7-2 34-0-0 6-9-5 5.8.0 5-8 0 4-6-11 5.4-14 5-0 14 Scale=1:62.2 5x6= 4x6= 4x6= 3x4 11 6 7 8 16 9 5x6 i 4x6= 3 3x4= 8.00 1 F12 15 6 0 0 W3 r %yl Al 2 1 1 8x8= 14 13 17 18 12 11 19 20 10 3x6= 5x8 WB= 3x4= 5x14= 6x8— 11-0 Q 6 9 5 18-1-5 23.2-3 34-0-0 6 9 5 11-" 5 74 10-9-13 Plate Offsets(X,Y)— [2:0-0-7,Edge],[3:0-3-8,0-2-8],[11:0-5-12,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.45 10-11 >895 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.99 10-11 >406 180 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:168 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 165OF 1.5E*Except* TOP CHORD Sheathed or 3-8-2 oc purlins, except end verticals. T1:2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SPF 210OF 1.8E*Except* 8-9-11 oc bracing:12-14. B2:2x4 SP 2850F 2.3E WEBS 1 Row at midpt 9-10,5-11,8-10 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left:2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 10=1679/Mechanical,2=1781/0-5-8 (min.0-2-4) Max Horz 2=307(LC 9) Max Uplift10=-266(LC 9),2=-259(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2510/459,3-4=-1922/455,4-15=-2943/597,5-15=-2944/596,5-6=-1986/410, 6-7=-1764/417,7-8=-1666/401 BOT CHORD 2-14=-570/1894,13-14=-761/2711,13-17=-761/2711,17-18=-761/2711,12-18=-761/2711. 11-12=-716/2946,11-19=-274/1003,19-20=-274/1003,10-20=-274/1003 WEBS 3-14=-60/924,4-14=-1051/252,4-12=0/350,5-11=-1918/467,6-11=-278/1507, 7-11=-869/228,8-11=-213/1113,8-1 0=-1 725/485 NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=34ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)Provide adequate drainage to prevent water ponding. OF gssgC 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wid y will fit between the bottom chord and any other members,with BCDL=10.Opsf. �O TIMOTHY L. GN 7)Refer to girder(s)for truss to truss connections. LaCHAPELLE 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) U CIVIL y 10=266. 9)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at p(s)2.This o.30 connection is for uplift only and does not consider lateral forces. p 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. a 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. L E LOADCASE(S) Standard 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 i Job rus5 fuss ype uty Ply 1405112-Turtleback Rd-MarstonMills MA 25114R 513 Roof Special 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.530 s Jul 14 2014 Print:7.530 s Jul 14 2014 MITek Industries,Inc. Sat Oct 25 09:46:58 2014 Page 1 ID:sL716otzZ—OvtO5Xf5kxuQZe5Me-bYP56PVN2UEZY1 pOHxDrObZYwaSX99j78rNTCMyPwSh it O Q 4414 115 145-5 20.1-5 22-8.0 252-3 29-7-2 34 0 0 4414 447 5.8.0 5-8-0 2$11 2-6.3 4-0-14 44-14 Scale:3/16"=1' 4x6 II 7 4x6— 4x6— 2x4 11 Sx6= _ 4 3x4= 8 4x6— 10 8.00 12 18 1 2x4�� 3 W3 W4 0 ko kb 1 2 1 W. 5x8 II 16 15 20 21 14 13 12 22 23 11 US= 3x6= 3x4= 4x6= 5x12= 6x8= i1 0 Q 8-9-5 20.1-5 2'S2-3 34-0.0 8.9-5 11-4-0 5 0 15 8-9-13 Plate Offsets(X,Y)— [2:0-3-8,Edgel,[4:0-3-12,0-2-01,[12:0-5-8,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.45 14-16 >906 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 1.00 Vert(TL) -0.99 14-16 >407 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.11 11 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:169 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 3-3-13 oc purlins, except end verticals. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 9-0-15 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 5-16,5-14,6-12,9-11 WEDGE Left:2x6 SPF 165OF 1.5E REACTIONS. (lb/size) 11=1679/Mechanical,2=1781/0-5-8 (min.0-2-13) Max Horz 2=257(LC 9) Max Upliftl 1=-256(LC 9),2=-269(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2491/524,34=-2240/494,4-17=-1794/463,5-17=-1793/463,5-18=-2246/528, 6-18=-2247/528,6-7=-1489/379,7-8=-2158/538,8-19=-1751/405,9-19=-1750/405 BOT CHORD 2-16=-604/1898,15-16=-597/2249,15-20=-597/2249,20-21=-597/2249,14-21=-597/2249, 13-14=-530/2242,12-13=-530/2242,12-22=-262/1017,22-23=-262/1017, 11-23=-262/1017 WEBS 4-16=-113/817,5-16=-683/199,6-14=01294,6-12=-1631/401,7-12=436/1818, 8-12=-1388/393,9-12=-249/1279,9-11=-1 771/468 NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;11 Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=34ft;eave=4ft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide p�(N OF MA will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection b others of truss to bearing late capable of withstanding 100 lb uplift at joints except at-Ib o TIMOTHY L. G ( Y ) 9P 1 Ob- ) � N 11=256. g LaCHAPELLE 9)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2.This V CIVIL � connection is for uplift only and does not consider lateral forces. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and 0.30 referenced standard ANSI/TPI 1. p 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard L 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 i jJob Truss Type City ply 1405112-Turt1eback Rd-Marston Mills MA ' 25114R 514 Roof Special 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print:7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:46:59 2014 Page 1 ID:sL716otzZ—OvtO5Xf5kxuQze5Me-4kyTJW?pnMQABOCrek4xp6h5_oKueVGMV71 koyPwSg 11-0 0 5-0 14 10 9 5 16-5-5 22-1-5 22-8rO 27-2-3 34-" 14 S-0 7 5-8-0 5S0 1 4.6.3 6-9-13 Scale:3/16"=1' 3x4-i 4x6= 5x14= 3x4= 7 4 15 5 16 6 8.00 12 5x6= 4x8= 2x4 8 9 3 17 0 o> n 0 N �1 2 1 8x8= 14 18 19 13 12 20 21 11 10 5x12= 4x10= 5x12= 4x6 II 4x8= 11 0 Q 10-9-5 22-1-5 27-2-3 34-0-0 10-9-5 114-0 5�15 6 9 13 Plate Offsets(X,Y)— [2:0-0-7,Edge],[4:0-3-8 0-1-121 [6:0-24,0-0-1] [6:0-7-0 0-1-01 [10:Edge,0-3-8],[14:0-6-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.50 13-14 >809 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.97 Vert(TL) -0.92 13-14 >438 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:170 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2`Except* TOP CHORD Sheathed or 3-3-6 oc purlins, except end verticals. T4:2x6 SPF 1650F 1.5E,T5:2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 9-5-1 oc bracing. BOT CHORD 2x4 SPF 1650F 1.5E WEBS 1 Row at midpt 5-14,5-13 WEBS 2x4 SPF No.2 WEDGE Left:2x6 SPF 165OF 1.5E REACTIONS. (lb/size) 10=1679/Mechanical,2=1781/0-5-8 (min.0-2-13) Max Horz 2=206(LC 9) Max UpliftlO=-248(LC 9),2=-278(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2450/549,34=-2127/502,4-15=-1677/479,5-15=-1676/479,5-16=-1738/483, 6-16=-1739/483,6-7=-1823/513,7-8=-2393/618,8-1 7=-1 86 9142 3,9-17=-1867/423, 9-10=-1610/419 BOT CHORD 2-14=-556/1897,14-18=-448/1897,18-19=-448/1897,13-19=-448/1897,13-20=-350/1648, 12-20=-350/1648,12-21=-350/1648,11-21=-350/1648 WEBS 3-14=-303/234,4-14=-102l727,5-14=-510/143,5-13=-407/134,6-13=-784/255, 7-13=-264/1225,7-11=-176/544,8-11=-1726/530,9-11=-518/2283 NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=34ft;eave=4ft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �,�N OF MA 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. y 7)Refer to girder(s)for truss to truss connections. O TIMOTHY L. G(P 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) g LaCHAPELLE 10=248. 0 CIVIL co One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2.This connection is for uplift only and does not consider lateral forces. o.30 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and p referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. L LOADCASE(S) Standard 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 Job fuss Truss Type Qty Ply1405112-Turtleback Rd-MarstonMills MA 25N4R 515 Roof Special 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:46:59 2014 Page 1 ID:sL716otzZ OvtO5Xf5kxuQze5Me-4kyTJW?pnMQABOCrek4xp6hK_gluhgGMV7lkoyPwSg 6 414 12-35 17 0 0 21-2-11 29 2-3 34-0 0 6414 647 42-11 42-11 7-118 4W13 Scale=1:61.1 8 00 12 3x4= 4x6� 5 17 6 18 7 3x6 US.i 4 3 W 4 Sx12= 2x4 II G L8 9 5 0 d d, �1 2 W1 5x8 II 16 15 14 19 13 20 12 11 10 1.5x3 11 3x8= US— 4x6— 3x8= 1.5x3 11 4x6— 6-0 12-9-5 21-2-11 2 -2-3 11 0 0 34-0 0 611414 6-4-7 8-5-7 7-11-8 4W13 Plate Offsets(X,Y)— [2:0-3-8,Edge1,[7:0-3-4,0 2-41 LOADING(psf) SPACING- 2-" CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.23 12-15 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.43 12-15 >943 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:167 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF N0.2*Except* TOP CHORD Sheathed or 2-11-6 oc purlins, except end verticals. T4:2x4 SP 285OF 2.3E BOT CHORD Rigid ceiling directly applied or 8-7-10 oc bracing. BOT CHORD 2x4 SPF No.2 WEBS 1 Row at midpt 6-15,6-12,8-12,8-10 WEBS 2x4 SPF No.2 WEDGE Left:2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 10=1679/Mechanical,2=1781/0-5-8 (min.0-2-13) Max Horz 2=-186(LC 7) Max Upliftl 0=-241(LC 9),2=-284(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2527/515,3-4=-1976/478,4-5=-1818/516,5-17=-1521/496,6-17=-1520/496, 6-18=-1541/496,7-18=-1542/496,7-8=-2018/483 BOT CHORD 2-16=-460/1931,15-16=-460/1931,15-19=-291/1597,14-19=-291/1597,13-14=-291/1597, 13-20=-291/1597,12-20=-291/1597,11-12=-435/1987,10-11=-432/1992 WEBS 3-16=0/266,3-15=-527/240,5-15=-104/605,6-15=-360/78,6-12=-337/85,7-12=-27/541, 8-12=-513/186,8-11=0/276,8-10=-2471/535 NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=34ft;eave=4ft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 'pJj lIk OF M4S will fit between the bottom chord and any other members,with BCDL=10.Opsf. �v sqC 7)Refer to girder(s)for truss to truss connections. ? 8 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 lb uplift at joints except 't-Ib O TIMOTHY L. G 10=241. ( Y ) 9 P Pa 9 P 1 O p U- ) g LaCHAPELLIE 9)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2.This V CIVIL y connection is for uplift only and does not consider lateral forces. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and 0.30 referenced standard ANSI/fPI 1. Q 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard L 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 Job I russ Truss Type Qty ply 1405112-Turtleback Rd-MarstonMills MA 25114R 1516 Roof Special 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print:7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:47:00 2014 Page 1 I D:sL716otzZ_OvtO5Xf5kxuQze5Me-Yx WsX4Xda5U H n LzP O MFJTOfu8OA5dCvQ b9 sa GEyPwSf 7-4-14 14-9-5 , 19-2-11 , __2_44-6 , 29-6-0 32-5-0 34.0.0 7-0-14 7-4-7 457 5-1-10 5-1-10 2-11-0 '1-7-0' Scale=1:70.4 6x8 i 4x6_ 8.00 F12 5 618 3x6�5 4x4 7 3x6 4 3 4 4.00112 0 8 WO� 2x4 11 d W 5x6= W2 9 10 1�2 0 n12 1 N ciNl 8x8= 17 16 15 19 14 13 20 21 12 11 1.5x3 11 3x6— 3x4= 3x8= 4x10= 3x8— 4xB= 71 14 14-9-5 19-2-11 29-Cr0 34-0-0 7-0-14 7.4-7 45.7 10-3-5 4�r0 Plate Offsets(X,Y)— [2:0-0-7,Edge],[5:0-4-8,0-1-12],[6:0-3-12,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.33 12-13 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.79 12-13 >513 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.11 11 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:168 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Sheathed or 3-2-8 oc purlins, except end verticals. T2,T1:2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 9-4-6 oc bracing. BOT CHORD 2x4 SPF No.2*Except* WEBS 1 Row at midpt 3-15,5-13,7-13 B3:2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 WEDGE Left:2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 11=1679/Mechanical,2=1781/D-5-8 (min.0-2-13) Max Horz 2=-234(LC 7) Max Upliftl 1=-237(LC 9),2=-288(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2511/509,3-4=-1838/467,4-5=-1653/512,5-18=-1389/492,6-18=-1389/492, 6-7=-1791/527,7-8=-2486/617,8-9=-2083/419 BOT CHORD 2-17=-384/1913,16-17=-384/1913,15-16=-384/1913,15-19=-154/1380,14-19=-154/1380, 13-14=-154/1380,13-20=-320/1715,20-21=-320/1715,12-21=-320/1715, 11-12=-214/992 WEBS 3-17=0/342,3-15=-672/282,5-15=-107/459,5-13=-196/256,6-13=-148/598, 7-13=-548/288,7-12=-107/513,8-12=-986/336,9-12=-207/1254,9-11=-1891/398 NOTES- (12) . 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=34ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. N CFAS 4)Provide adequate drainage to prevent water ponding. 'pJZ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �v sqC 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wid 'y will fit between the bottom chord and any other members,with BCDL=10.Opsf. O TIMOTHY L. GN 7)Refer to girder(s)for truss to truss connections. g LaCHAPELLE 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) V CIVIL 11=237. 9)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2.This o.30 connection is for uplift only and does not consider lateral forces. Q 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. L LOADCASE(S) Standard 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND �. INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 Job Truss Truss Type 01y Ply 1405112-Turtleback Rd-MarstonMills MA 1 25114R 517 PIGGYBACK BASE 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:47:28 2014 Page 1 ID:sL716otzZ OvtO5Xf5kxuQze5Me-jKDRPfsB_i018e6n1EttcwphCgjrAnoYlWe3FdyPwSD SSN3 7 7 6 12 9 9-0 1410.1 19.2-0 1-4 24310 29 S4 34 0 0 2-3 5 T24 51-1 4315 1 51-10 51-10 4 612 Scale=1:67.0 4x8= 4x6= 729. 8 18 8.00 F12 4x6�- 3x6 6 9 3x8 5 2x4= 5 4.00 12 w W3 `O Wl 104x6 6 4 3x6 i W1 5x6 3x6 i 3 17 11 6x8= 0 1 2 16 1 N 3x8 6x8% 15 19 14 13 12 4.00 12 5x8 zz� 3x4= 5x6= 3x4= 9-9-0 14111 19-0 8 24-3.10 29 5 4 34-M 9-9-0 5.1-1 42-7 S32 51-10 4-6-12 Plate Offsets(X,Y)— [2:0-0-12,Edge],[6:0-1-12,0-1-8],[7:0-5-12,0-2-0],[8:0-3-12,0-2-0],[12:Edge,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.32 2-17 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.92 Vert(TL) -0.88 2-17 >458 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.39 12 n/a n/a BCDL 10.0 Code IRC2009fTP12007 (Matrix) Weight:178 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Sheathed or 2-9-15 oc pudins, except end verticals,and 2-0-0 oc T2:2x4 SPF 1650F 1.5E,T1:2x4 SP 285OF 2.3E pudins(4-7-15 max.):7-8. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 7-11-4 oc bracing. B1:2x4 SPF 1650F 1.5E WEBS 1 Row at midpt 6-16,7-15,9-15 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 3-1-8 REACTIONS. (lb/size) 2=1777/0-5-8 (min.0-2-9),12=1687/Mechanical Max Horz 2=-241(LC 7) Max Uplift2=-283(LC 9),12=-238(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4160/906,3-4=-4034/922,4-5=-3900/787,5-0=-3849/808,6-7=-2033/564, 7-20=-1383/505,18-20=-1383/505,8-18=-1383/505,8-9=-1787/541,9-10=-2202/531, 10-11=-2082/456,11-12=-1639/387 BOT CHORD 2-17=-759/3407,16-17=-547/3394,1 5-1 6=-1 6 811 7 0 6,15-19=-291/1755,14-19=-291/1755, 13-14=-398/1956 WEBS 6-17=-332/2274,6-16=-2336/523,7-16=-207/1249,7-15=-653/52,8-15=-142/556, 9-15=-613/254,9-14=-4/313,10-13=-743/226,11-13=-403/2040,10-14=-268/130 NOTES- (14) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=34ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Extedor(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide N OF MA will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7 Bearingat joints 2 considers parallel to rain value using ANSI/TPI 1 angle to rain formula. Building designer should verify o TIMOTHY L. G J ( ) P 9 9 9 9 9 9 fY � N capacity of bearing surface. LaCHAPELLE 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) U CIVIL 12=238. 9)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2.This o.30 connection is for uplift only and does not consider lateral forces. Q 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. L 12)Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 27f 14 Continued on page 2 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 o fuss Truss Type Qty Ply 1405112-Turtleback Rd-MarstonMillsMA r 25114R �'17 PIGGYBACK BASE 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745.Patrick Giard 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:47:28 2014 Page 2 ID:sL7160tzZ_OvtO5Xf5kxuQze5Me-jKDRPfsB_i018e6n1 EftcwphCgjrAnoyl We3FdyPwSD NOTES- (14) 13)The loading on this truss has been modified to reflect the roof profile,the ridgeline is located 17-0-0 from joint 1 and has a slope of 8.000 on the left and-8.000 on the right. LOAD CASE(S) Standard 10/27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND �. INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 jJob Truss Type Qty Ply 11405112-Turtleback Rd-MarstonMills MA I 25114R 518 GABLE 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 M7ek Industries,Inc. Sat Oct 25 69:47:58 2014 Page 1 ID:sL716otzZ_OvtO5Xf5kxuQze5Me-r51 niwEOwvo2lFPYoXHvgF2_PmAgCViyxBweltyPwRI 11-0.Q 12-0-0 24.0-0 _ ?5-0 Q 1 12-M 12-M 1-0-0 4x4= Scale=1:57.3 2x4 II 11 2x4 If 2x4 II 10 12 2x4 II 2x4 11 9 13 2x4 11 8.00 F12 14 2x4 II 8 2x4 II 17 6 2x4 11 2x4 I 5 17 2x4 11 2x4 AlII 4 18 2x4 II 3 19 pp 1 2 1 i0 d 3x8 II 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x8 11 1.5X3 II 1.5x3 II 1.5x3 11 1.5x3 11 5x6= 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.54 11 1.54 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 I 1 11-0 Q 24-0-0 1.54 11 , 1 24-0-0 Plate Offsets(X Y)— [2:0-3-8 Edge] [20:0-3-8,Edge],[30:0-3-0,0-3-0] LOADING(psi) SPACING- 1-11-4 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.08 Vert(LL) -0.00 21 n/r 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 21 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 20 n/a n/a BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:148 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 11-30 WEDGE Left:2x4 SPF No.2,Right:2x4 SPF No.2 REACTIONS. All bearings 24-0-0. (lb)- Max Horz 2=-211(LC 7) Max Uplift All uplift 100 lb or less at joint(s)2,30,31,32,33,34,35,36,37,38,29,20,28,27,26,25, 24,23,22 Max Grav All reactions 250 lb or less at joint(s)2,30,31,32,33,34,35,36,37,38,29,20,28,27,26, 25,24,23,22 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=2ft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. e��N OF Mgss 9)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at p(s)2,30,31,32,33, 34,35,36,37,38,29,20,28,27,26,25,24,23,and 22.This connection is for uplift only and does not consider lateral forces. y 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and O TIMOTHY L. GN referenced standard ANSI/rPI 1. g LaCHAPELLE 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. V CIVIL y LOAD CASE(S) Standard o.30 O L 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND �. INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 Job rusS I fuss type Qty ply 1405112-Turtleback Rd-MarstonMills MA r 25114R 521 Common 3 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:47:59 2014 Page 1 ID:sL716otzZ OvtO5Xf5kxuQze5Me-JHa9vGEehDwvMP—kMFp8MSb7FAKcxt569rfCrKyPwRk �t-0 Q 6 0 12-0-0 -1--1 24-0-0 ?"1 q 1-0-0 6-0-33 5.11-13 5-11 3 6-0-3 1-0-0 4x6= Scale=1:53.4 4 8.00 12 2x4 Z�- 2x4-i 3 5 1 rl 2 1 1 7 n 1 Hi Idr' 4x8 11 8 4x8 11 6x12 MT18HS= 12-0-0 24.0.0 1 0 0 12.0.0 12-0-0 Plate Offsets(X,Y)— [2:0-3-8,Edge),[6:0-3-8,Edge),[8:0-6-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.31 2-8 >899 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.81 2-8 >347 180 MT18HS 1971144 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:91 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 4-0-7 oc purlins. BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEDGE Left:2x6 SPF 1650F 1.5E,Right:2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 2=1275/0-5-8 (min.0-1-10),6=1275/0-5-8 (min.0-1-10) Max Horz 2=-217(LC 7) Max Uplift2=-219(LC 9),6=-219(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1593/370,3-4=-1210/316,4-5=-1210/316,5-6=-1593/370 BOT CHORD 2-8=-169/1213,6-8=-169/1213 WEBS 4-8=-156/741,5-8=-433/275,3-8=-433/275 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)One 112.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at p(s)2 and 6.This connection is for uplift only and does not consider lateral forces. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and �(11 OF�q`s4S referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. y O TIMOTHY L. GN LOAD CASE(S) Standard g LaCHAPELLE CIVIL co o.30 0 L E� 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. 1-14 RT-901 2-14-14 i Job russ russ I ype Gly Ply 1405112-Turtleback Rd-MarstonMillsMA r 25114R 522 Common 2 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745.Patrick Gard Run:7.500 s Nov 26 2013 Print:7.530 s Jul 14 2014 Wrek Industries,Inc. Sat Oct 25 09:47:59 2014 Page 1 ID:sL716otzZ_Ovt05Xf5kxuQze5Me-JHa9vGEehDwvMP_kMFp8MSb?xAJOxtz69dCrKyPwRk rt 0 q 6 Q 3 12-0-0 17-11-13 24-M 1 0 0 6-0 3 5-11-13 5-11-13 6�3 4x6= Scale=1:52.8 4 8.00 12 2x4 2x4 5- 3 5 1 6 �1 2 1 1 r 4x8 I I 7 4x8 I I I`dr 6x12 MT18HS= r1 0 q 12-0-0 24-0-0 1-0.0 12-0-0 12-0-0 Plate Offsets(X,Y)- [2:0-3-8,Edge),[6:0-3-8,Edge),r7:0-6-0,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.33 6-7 >847 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.87 6-7 >326 180 MT18HS 1971144 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IRC20091TPI2007 (Matrix) Weight:90 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 3-9-10 oc purlins. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SPF No.2 WEDGE Left:2x6 SPF 1650F 1.5E,Right:2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 2=1278/0-5-8 (min.0-1-10).6=1175/0-5-8 (min.0-1-8) Max Horz 2=215(LC 8) Max Uplift2=-221(LC 9),6=-163(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1598/373,3.4=-1215/319,4-5=-1216/320,5.6=-1602/378 BOT CHORD 2-7=-196/1217,6-7=-205/1224 WEBS 4-7=-161/749,5-7=-441/287,3-7=-432/276 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.II;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 6.This connection is for uplift only and does not consider lateral forces. 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and e��N OF M,qS referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. y O TIMOTHY L. GN LOAD CASE(S) Standard g LaCHAPELLIE m, CIVIL co o.30 0 L 27/14 Warning! -Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 �Job fuss I ype Qty Ply 1405112-Turtleback Rd-MarstonMills MA 25114R 523 Roof Special 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.530 s Jul 14 2014 Print 7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:48:00 2014 Page 1 I D:s L716otzZ_OvtO5Xf5kxu Qze5Me-n U8X7 bFGSX2m_ZZxvyKNvg8 Bg agvg l mFOV PIN myPwRj 6-4-2 12-4-11 17-6- 5 2 220 6-0-2 6-0-10 5.1-7 5.1-14 3x8= 1.5x3 11 5x6= Scale=1:43.9 2 10 3 8.00 Ll2 2x4 W2 4 o_ wX 4 5 11 8 12 7 6 9 3x8 11 2x4 11 4x10= 3x6= 3x4= 6-4-2 7 814 12-0 11 15 2� 22-M 6�2 1: 12 47-13 2-9� 7-5-12 Plate Offsets(X,Y)— 13:0-3-12,0-2-01,[5:0-3-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.30 5-6 >909 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.82 Vert(rL) -0.77 5-6 >351 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IRC20091TPI2007 (Matrix) Weight:106 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 oc puriins(5-10-5 max.):1-3. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE WEBS 1 Row atmidpt 1-9.3-8 Right:2x4 SPF No.2 REACTIONS. (lb/size) 9=1123/Mechanical,5=1123/Mechanical Max Horz 9=-273(LC 9) Max Uplift9=-241(LC 5),5=-114(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=-1062/335,1-2=-753/214,2-10=-752/213,3-10=-753/213,34=-1234/259, 4-5=-1565/307 BOT CHORD 9-11=-89/310,8-11=-89/310,8-12=0/909,7-12=0/909,6-7=0/909,5-6=-161/1210 WEBS 1-8=-322/1130,2-8=-566/254,3-6=-36/440,4-6=-360/251 NOTES- (11) 1)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=oft;Cat.II;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 9=241,5=114. N OF Mqs 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and s9C referenced standard ANSUTPI 1. y 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. O TIMOTHY L. GN 10)Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. g LaCHAPELLE Mi LOAD CASE o.30 S) Standard V CIVIL co O L 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND EMS INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 i o fuss fuss ype ty y 1405112-Turtleback Rd-MarstonMills MA �* 25114R" 524 Roof Special 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.530 s Jul 14 2014 Print 7.530 s Jul 14 2014 M7ek Industries,Inc. Sat Oct 25 09:48:00 2014 Page 1 ID:sL716otzZ OvtO5Xf5kxuOze5Me-nU8X7bFGSX2m_ZZxvyKNvg8BuagjglmFOVPINmyPwRj 5-0-2 10.4-11 16-6- 22-8-0 542 5010 6-1-7 6.1-14 4x6= 1.5x3 11 5x6= Scale=1:50.3 2 10 3 8.00 12 2x4/I 4 c cc IV ao 4 5 r N 13T_ I-9 11 8 12 7 13 6 2x4 11 4x8= 4x4= 3x8 I I 5x8= t:2 7 8 14 10 4 11 15.24 15,4r11 22-8-0 5 42 2112 2-7-13 4-9.8 0 -8 735 Plate Offsets{X,Y)— [3:0-3-12,0-2-0),[5:0-3-8,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.39 6-8 >686 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.72 6-8 >377 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:112 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc puriins, BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 oc puriins(6-0-0 max.):1-3. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE WEBS 1 Row at midpt 1-9,2-8,3-8 Right:2x4 SPF No.2 REACTIONS. (lb/size) 9=1123/Mechanical,5=1123/Mechanical Max Horz 9=-323(LC 9) Max Uplift9=-231(LC 5),5=-96(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=-1093/332,1-2=-568/159,2-10=-567/158,3-10=-568/158,3-4=-1489/372, 4-5=-1594/223 BOT CHORD 9-11=-109/368,8-11=-109/368,8-12=0l737,7-12=0/737,7-13=0/737,6-13=0/737, 5-0=-81/1221 WEBS 3-6=-227/734,4-0=-441/315,1-8=-299/1078,2-8=464/210,3-8=-331/190 NOTES- (11) 1)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=oft;Cat.II;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except(jt=1b) \,SN OF A%T 9=231. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and y referenced standard ANSI/TPI 1. O TIMOTHY L. GN 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. g LaCHAPELLE 10)Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. V CIVIL y i LOAD CASE(S) Standard 0-30 O L� 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND �. INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. - - - - RT-901 2-14-14 i jJ.b fuss Truss Type Qty Ply 1405112-Turtleback Rd-MarstonMills MA S � 25114R 525 Common 2 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 M7ek Industries,Inc. Sat Oct 25 09:48:01 2014 Page 1 ID:SL716otzZ_OvtO5Xf5kxu Qze5Me-Fg iwKxGu DgAdcj87Tg rcStg Giyq Pn_Od98Jv CyPwRi 11-0 Q 6 11-3 13-10-0 20.8-13 27-8-0 6-11-3 6-10-13 6-10-13 6-11-3 4x6 11 Scale=1:59.5 8.00 12 5 3x6 3x6 1.5x3\\ 4 6 1.54 3 7 1 1 8 2 1 1 ,r 1 1` d 12 13 11 14 10 15 9 16 17 4x6 11 4x4= 3x6= 4x4= 4x6 11 11 0 Q 9-2-13 18.5-3 27-8-0 9-2-13 9-2-6 9-2-13 LOADING(psf) SPACING- 2-" CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.27 9-11 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.97 Vert(TL) -0.50 8-9 >658 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:109 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEDGE Left:2x6 SPF 165OF 1.5E,Right:2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 2=1461/0-5-8 (min.0-2-5),8=1358/0-5-8 (min.0-2-2) Max Horz 2=246(LC 8) Max Uplift2=-246(LC 9),8=-189(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1943/408,34=1698/462,4-5=-1532/504,5-6=-1537/509,6-7=-1705/467, 7-8=-1917/412 BOT CHORD 2-12=-213/1461,12-13=-213/1461,11-13=-213/1461,11-14=0/981,10-14=0/981, 10-15=0/981,9-15=0/981,9-16=-220/1470,16-17=-220/1470,8-17=-220/1470 WEBS 5-9=-196f750,7-9=-476/320,5-11=-188f741,3-11=-468/311 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=28ft;eave=4ft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 8.This connection is for uplift only and does not consider lateral forces. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and OF I4,gs referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. o TIMOTHY LOAD CASE(S) Standard g LaCHAPELLE CIVIL co o.30 0 L 27/14 Warning! —Verify design parameters and READ NOTES,ON THIS AND �. INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 i jJob Truss Truss Type Cty Ply 1405112-Turtleback Rd-MarstonMills MA 25114R 526 GABLE 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print:7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:02 2014 Page 1 ID:sL716otzZ_OvtO5Xf5kxuQze5Me-jsGIYHHWz81UDtjJ1NMr 5DT2NKf8DBYrousReyPwRh i1 0 0 6 11-3 13-10-0 20 6 13 27-8-0 6 11-3 6.10-13 610 13 6-11-3 44= Scale=1:68.6 8.00 F12 2x4 11 12 2x4 11 2x4 11 11 13 3x6 5x6 2x4 11 10 14 2x4 II i 9 15 5x6 2x4 11 8 16 2x4 11 2x4 11 7 17 2x4 11 2x4 11 6 Sr0 18 3x6 2x411 5 El 9 19 2x4 II 2x411 4 5 6 6 5 20 2x4 11 3ST 3E14 El 3 T121 22 12 1 HT 0 3x811 1.5x311 1.5x311 1.5x311 1.Sx311 30 29 28 27 26 25 24 23 42 41 40 39 38 37 36 35 34 33 32 31 1.5x3 II 1.Sx3 II 2x4 II 4x4= 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 I I 3x6= 4x4= 2x4 11 1.5x3 11 3x4= 1.5x3 II 3x10 11 1.5x3 II 1.50 11 11.50 11 9-2-13 1'r5 8 1113 ,20.8-13, 27-8-0 9-2-13 6 2-11 2-11-11 2-3.10 6.11-3 Plate Offsets(X,Y)— [2:0-3-8,Edge],[8:0-3-0,0-3-0],[16:0-3-0,0-3-0] [22:0-3-4,Edge],[22:0-0-0,0-1-10],[34:0-2-4,0-1-8] LOADING(psf) SPACING- 1-11-4 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.35 26-27 >424 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.70 26-27 >211 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:196 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 4-8-2 oc purlins. BOT CHORD 2x4 SPF N0.2'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2x4 SPF 1650F 1.5E WEBS 1 Row at midpt 11-33,14-31 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left:2x4 SPF No.2,Right:2x6 SPF 165OF 1.5E REACTIONS. All bearings 15-5-8 except Qt=length)22=0-5-8. (lb)- Max Horz 2=238(LC 8) Max Uplift All uplift 100 lb or less at joint(s)2,32,33,35,36,37,38,39,40, 41,42 except 22=-142(LC 9).31=-151(LC 9) Max Grav All reactions 250 lb or less atjoint(s)32,33,35,36,37,38,39,40, 41,42 except 2=347(LC 1),22=744(LC 1).31=560(LC 15).31=559(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-316/174,3-4=-277/141,4-5=-274/129,5-6=-275/115,6-7=-275/138,7-8=-273/181, 8-9=-274/226,9-10=-273/272,10-11=-277/324,11-12=-261/347,12-13=-244/339, 13-14=-481/409,14-15=-366/315,15-16=-497/319,16-17=-427/245,17-18=-526/243, 18-19=-719/282,19-20=-879/306,20-21=-923/279,21-22=-1029/249 BOT CHORD 30-31=-7/426,29-30=-7/426,28-29=-7/426,27-28=-9/430,26-27=-9/430, 25-26=-144/731,24-25=-144/731,23-24=-144f731,22-23=-144f731 WEBS 12-32=-287/143,13-31=-142/316,14-30=-243/662,19-25=-191/480,14-31=-1317/544, 19-26=-807/361 NOTES- (11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=28ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all OF Mgs4r9�, heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces 8,MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 y 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Indus O TIMOTHY L. GN Gable End Details as applicable,or consult qualified building designer as per ANSIrrPI 1. g LaCHAPELLE 4)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads V CIVIL ti 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0.30 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wid p will fit between the bottom chord and any other members. 8)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2,22,32,33,35, 'c 36,37,38,39,40,41,42,and 31.This connection is for uplift only and does not consider lateral forces. L 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and 27/14 referenced standard ANSI/TPI 1. Continued on page 2 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b0heal EMS RELIABLE TRUSS AND COMPONENTS,INC. RT-9012-14-14 I 0 fuss fuss Type y 1405112-Turtleback Rd-MarstonMills MA 25114RJJ 5 526 GABLE 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:02 2014 Page 2 ID:sL716otzZ_OvtO5W5kxuQze5Me-jsGIYHHWz8lUDtjJ1 NMr_5DT2NKf8DBYrousReyPwRh NOTES- (11) 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 10/27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 jJob fuss russ ype Qty Ply 11411112-Turtleback Rd-MarstonMills MA 25114R' 528 GABLE 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:02 2014 Page 1 ID:sL716otzZ_OvtO5Xf5kxuQze5Me-jsGIYHHWz81UDtjJ1 NMr-5DfPNXh8KpYmusReyPwRh 1-40 6A-0 12-8-0 13-8-0 1-0-0 64 0 6-" 1-0-0 4x4= Scale=1:32.7 7 1.5x3 II 1.5x3 II 6 8 8.00 12 1.5x3 11 1.5x3 11 5 9 1.5x3 11 1.5x3 11 4 1 T T 10 1.5x3 11 R)TI Tj 1.5x3 11 3STI 11 1 T T 12 2 13 1- Id 3x8 11 22 21 20 19 18 17 16 15 14 3x8 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.54 11 1.54 11 1.54 11 1.5x3 11 1.5x3 11 1-40 12-8-0 1-0 0 12-8-0 Plate Offsets(X,Y)— (2:0-3-8,Edge),[12:0-3-8,Edge) LOADING(psf) SPACING- 1-11-4 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.08 Vert(LL) -0.00 13 n/r 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 13 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:60 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc puriins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEDGE Left:2x4 SPF No.2,Right:2x4 SPF No.2 REACTIONS. All bearings 12-8-0. (lb)- Max Horz 2=119(LC 8) Max Uplift All uplift 100 lb or less at joint(s)2,12,19,20,21,22,17,16,15,14 Max Grav All reactions 250 lb or less at joint(s)2,12,18,19,20,21,22,17,16,15,14 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=2ft;Cat.II;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANS11TPI 1. 4)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2,12,19,20,21, 22,17,16,15,and 14.This connection is for uplift only and does not consider lateral forces. e��N OF MASS 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �O TIMOTHY L. cCP e g LaCHAPELLE `, LOAD CASE(S) Standard v CIVIL N o.30 0 LE 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND �_rr�a INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-sof 2-14-14 I I jJob tt fuss fuss ype y 11405112-Turtleback Rd-MarstonMills MA 25114♦Z 15-29 Common 3 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print:7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:48:03 2014 Page 1 ID:sL716otzZ_OvtO5Xf5kxuQze5Me-C2ggld H9kSQLrOHVb4t4XlmeHnh7tmTh4SdP_5yPwRg -1-0-0 6-4-0 1248.0 13 8 0 TO 64-0 6-4-0 4x6= Scale=1:30.9 3 8.00 f 2 1 V, Tt 2 4 1 5 B, Id 6 5x8\\ 1.54 II 5x8 -1-0-0 6-4-0 12-8-0 1-0-0 ' 6-4-0 6-4-0 Plate Offsets(X,Y)- [2:0-4-0,Edgel,[4:0-4-0,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.09 2-0 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.19 2-6 >764 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:42 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-3-4 oc puffins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEDGE Left:2x6 SPF 1650F 1.5E,Right:2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 2=562/0-5-8 (min.0-1-8),4=72210-5-8 (min.0-1-8) Max Horz 2=123(LC 8) Max Uplift2=-220(LC 9),4=-149(LC 30) Max Grav2=562(LC 1),4=744(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-744/164,3-4=-799/172 BOT CHORD 2-6=0/530,4.6=0/530 WEBS 3-0=0/313 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 4.This connection is for uplift only and does not consider lateral forces. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and OF MA referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. y 9 Hanger(s)or other connection devices shall be provided sufficient to support concentrated loads 105 lb down and 355 lb u at O TIMOTHY L. G ( ) P PP ( ) P t11 -1-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. g LaCHAPELLE LOAD CASE(S) Standard v CIVIL -4 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 O.30 Uniform Loads(plf) p Vert:1-3=-80,3-5=-80,2-4=-20 Concentrated Loads(lb) Vert:1=133 l 27/14 Warning! -Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2.14-14 I Job fuss russ Type ty y 1405112-Turtleback Rd-MarstonMills MA 25114R t 1,01 Jack-Closed 10 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:04 2014 Pagel I D:sL716otzZ_OvtO5 W5 kxu Qze5Me-g FO2yz I n VIYBTAsiBoOJ 3 W l?j B Dg cEorJ6Nz WXyPwRf 1 0 0 1-10-3 1-0 0 1-10-3 2x4 11 Scale=1:12.2 3 8.00 Fl2 W1 2 W1 1 B1 4 4x4= 2x4 11 3xB 11 1-10-3 1-10-3 Plate Offsets(X,Y)— (2:0-0-0,0-1-14),(2:0-2-8,0-4-6) LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TIC 0.09 Vert(LL) -0.00 2 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 1-10-3 oc pudins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEDGE Left:2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 4=56/Mechanical,2=193/0-5-8 (min.0-1-8) Max Horz 2=75(LC 9) Max Uplift4=-18(LC 9).2=-51(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (9) 1)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)4 and 2.This connection is for uplift only and does not consider lateral forces. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard jN of MAssgcti o TIMOTHY L. G g LaCHAPELLIE CIVIL CIO o.30 O �F L 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 i Job Truss rUsS ype y 1405112-Turgeback Rd-MarstonMills MA 7 25114R1� 602 Jack-Closed 10 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:04 2014 Page 1 I D:sL716otzZ—OvtO5Xf5kxuQze5Me-g FO2yz I n VIYBTAsi8oOJ 3 W IzYB Bd cEorJ6 NzWXyPwRf 1 0 0 3-10-3 1 0 0 3.10-3 2x4 11 Scale=1:18.9 3 8.00 12 W1 T1 2 1 B1 4 x8 11 4x4= 2x4 11 3.10-3 3-10-3 Plate Offsets(X,Y)— [2:0-0-0,0-1-14),[2:0-2-8,04-6) LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.01 24 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.19 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:15 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 3-10-3 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEDGE Left:2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 4=156/Mechanical,2=289/0-5-8 (min.0-1-8) Max Horz 2=126(LC 9) Max Uplift4=-55(LC 9),2=-48(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (9) 1)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.II;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)4 and 2.This connection is for uplift only and does not consider lateral forces. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/fPI 1. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard OF A4,q& 10 O� TIMOTHY L. t, g LaCH APE LLE NR'1 v CIVIL y o.30 O L� 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 Job Truss truss type Qty ply 11405112-Tuitleback Rd-MarstonMills MA 25114R 1, 603 Jack-Closed 18 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giant Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:48:05 2014 Page 1 I D:sL716otzZ_OvtO5Xf5kxu Qze5Me-8 RyOAJJ P G3g 24KRu 1/wYcjr4RbV5Lg 2_Ym6 W2zyPwRe 1 0-0 5.0.0 1 0-0 5-0-0 2x4 11 Scale=1:26.4 3 8.00 12 1 T1 2 W1 1 B1 4 44= 2x4 11 US II 5-0-0 5.0.0 Plate Offsets(X,Y)— [2:0-0-0,0-1-141,[2:0-2-8,0-4-61 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.03 2-4 >999 240 MT20 1971144 TCDL 10.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.07 2-4 >809 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 5-0-0 oc pudins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEDGE Left:2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 4=218/Mechanical,2=343/0-5-8 (min.0-1-8) Max Horz2=155(LC 9) Max Uplift4=-76(LC 9),2=-44(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (10) 1)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=oft;Cat.II;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4. 7)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2.This connection is for uplift only and does not consider lateral forces. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. OF MqS LOAD CASE(S) Standard O� TIMOTHY L. yGN g LaCHAPELLE M CIVIL co o.30 o L 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14.14 lJob russ Truss7ype Qty Ply 1405112-Turtleback Rd-MarstonMills MA 25114R� 604 Jack-Closed 2 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print:7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:05 2014 Page 1 I D:s L716otzZ—OvtO5Xf5kxu Qze5Me-8RyQAJJ PG3g 24KRu iVwYcjrOkbTYLg 2_Ym6 W2zyPwRe 1 0 0 5-1 D-3 1-0-0 5-10-3 2x4 11 Scale=1:27.7 3 8.00 12 1 ZI 1 B1 4 4x4= 2x4 11 3x8 11 5-10-3 5-10.3 Plate Offsets_(X,Y)— [2:0-M,0-1-141,[2:0-2.8,0-4-61 LOADING(psf) SPACING- 2-" CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.05 2-4 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.13 2-4 >488 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:22 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 5-10-3 oc pudins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEDGE Left:2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 4=263/Mechanical,2=383/0-5-8 (min.0-1-8) Max Horz2=177(LC 9) Max Uplift4=-90(LC 9),2=-41(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 1 NOTES- (10) 1)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=oft;Cat.II;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4. 7)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2.This connection is for uplift only and does not consider lateral forces. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. OF MA LOAD CASE(S) Standard O� TIMOTHY L. yG g LaCHAPELLE M-4 CIVIL y o.30 0 L E� 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND . INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b P � RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2.14-14 1 O1.05 rus5 Truss Type y 11405112-Turtleback Rd-MarstonMills MA l 1 25114R' Jack-Closed 9 1 Job Reference(option 1 Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print:7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:06 2014 Page 1 ID:sL716ot7Z-Ovt05Xf5kxuQze5Me-cdVpNfK11 NoviUO4GDRn9x087?oT4718mQs4aQyPwRd 1 0 0 6-6-0 1 0 0 6.6-0 2x4 11 Scale=1:30.5 3 8.00 12 1 1 2 1 1 B1 4 44= 3x8 11 2x4 11 6-6-0 6-6-0 Plate Offsets(X,Y)- [2:0-0-0,0-1-14),[2:0-2-8,0-4-6) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.08 2.4 >871 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.21 2-4 >348 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:24 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 5-5-7 oc puriins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEDGE Left:2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 4=296/Mechanical,2=414/0-5-8 (min.0-1-8) Max Horz 2=193(LC 9) Max Uplift4=-101(LC 9),2=-40(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (10) 1)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Extedor(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been.designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb) 4=101. 7)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2.This connection is for uplift only and does not consider lateral forces. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. jN OF Af4S,s LOAD CASE(S) Standard � qCy o TIMOTHY L. G g LaCHAPELLE v CIVIL co 0.30 0 27/14 Warning! -Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b ��v RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 Job Truss Truss Qty ply 1405112-Turtleback Rd-MarstonMills MA 1 25114R 1, 606 Monopitch 3 1 Job Reference(option 1 Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.530 s Jul 14 2014 Print:7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:06 2014 Page 1 ID:sL716otzZ_OvtO5Xf5kxuQze5MecdVpNfK11 NoviU04GDRn9xOFf?SV46G8mQs4aQyPwRd 1-40 5-7-4 12 10315 1 7 1-0-0 5-7-4 01 8 4-7-3 3 Scale=1:23.7 3x6 2x4 II 4 5 4.00 F12 1.5x3 II 3 W3 N rb T1 B2 b W1 8 0 2 N B1 6 3x4= 7 3x4= 2x4 II 1-0 0 S-B-'12 10.3.15 17 1-0-0 5 8 12 4-7-33 Plate Offsets(X,Y)— [2:0-2-12,0-0-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.02 2-7 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.07 2-7 >989 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:40 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) 2=300/0-3-0 (min.0-1-8),7=681/0-5-8 (min.0-1-8),8=138/0-3-8 (min.0-1-8) Max Horz 2=151(LC 9) Max Uplift2=-54(LC 9),7=-107(LC 9),8=-38(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-7=478/309 NOTES- (9) 1)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.II;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2,7,and 8.This connection is for uplift only and does not consider lateral forces. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard OF M,qs o� TIMOTHY L. yG g LaCHAPELLE CIVIL co o.30 0 �F L 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 i Job Truss Truss Type Qty ply 1405112-Turtleback Rd-MarstonMills MA 25114R J 607 Jack-Closed 3 1 [Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:48:06 2014 Page 1 ID:sL716otzZ_OvtO5Xf5kxuQze5Me-cdVpNfK11 NoviUO4GDRn9xOFD?rK4718mQs4aQyPwRd 1 0.0 4-11-15 1-0 0 4-11-15 2x4 113 Scale=1:22.7 8.00 12 W1 T1 2 1 1 81 4 44= 2x4 11 3x8 It 4-11-15 4-11-15 Plate Offsets(X,Y)— [2:0-0-0,0-1-14],[2:0-2-8,0-4-6] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.03 2-4 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.07 2-4 >812 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 4-11-15 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEDGE Left:2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 4=218/Mechanical,2=342/0-5-8 (min.0-1-8) Max Horz2=155(LC 9) Max Uplift4=-76(LC 9),2=-44(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (9) 1)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.II;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)4 and 2.This connection is for uplift only and does not consider lateral forces. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard OF A4gss9c O� TIMOTHY L. yG g LaCHAPELLE CIVIL ti 0.30 o t 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 i Job Truss Truss-Type Qty ply 1405112-Turtleback Rd-MarstonMills MA t 25114R 1 608 MONOPITCH 3 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Cd 25 09:48:07 2014 Page 1 ID:sL716ot7Z_OvtO5Xf5kxuQze5Me-4q 3Bb?Lfogwm KebHgwyOh 8wNgO3spWLH?4bd 7syPnRc 1 0 0 4-7-5 9-5-8 1 0 0 4-7-5 - 4-10-3 3x4 11 Scale=1:19.5 4 3.00 12 2x4 zz 3 T1 W2 3x8 11 2 1 B1 4x4= 5 3x8= 9-5-8 9-5-8 Plate Offsets(X,Y)— (2:0-0-0,0-1-15),(2:0-2-9,0-8-8) LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.23 2-5 >477 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.57 2-5 >190 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:33 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-7-7 oc bracing. WEBS 2x4 SPF No.2 WEDGE Left:2x4 SPF No.2 REACTIONS. (lb/size) 5=448/0-3-8 (min.0-1-8),2=559/0-5-8 (min.0-1-8) Max Horz 2=102(LC 5) Max Uplift5=-83(LC 5),2=-118(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-822/335 BOT CHORD 2-5=426/754 WEBS 3-5=-721/442 NOTES- (8) 1)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.II;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)5 and 2.This connection is for uplift only and does not consider lateral forces. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. jN OF Mgss LOAD CASE(S) Standard ?� qC'y O TIMOTHY L. Gv1 g LaCHAPELLE CIVIL y 0.30 0 L 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 o russ Truss Type y 1405112-Turtleback Rd-MarstonMillsMA 25114Rt 609 Jack-Closed 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print:7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:07 2014 Page 1 I D:sL716otzZ—OvtO5Xf5kxu Qze 5Me-4g3B b?LfogwmKebHgwyOh8wovOAg paYH?4 bd7syPwRc 4-11-15 4-11-15 2x4 11 2 Scale=1:22.7 Z�IZ2 W1 B1 3 4x4= 2x4 11 3x8 II 4-11-15 4-11-15 Plate Offsets(X,Y)— [1:0-M,0-1-14),[1:0-2-8,04-6[ LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.03 1-3 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.07 1-3 >812 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC20091TPI2007 (Matrix) Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-15 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x6 SPF 1650F 1.5E REACTIONS. (lb/size) 3=231/Mechanical,1=231/0-5-8 (min.0-1-8) Max Horz 1=134(LC 9) Max Uplift3=-84(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (9) 1)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard OF AAssgcti O TIMOTHY L. G g LaCHAPELLE CIVIL co o.30 0 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 i jJ.b Truss Truss Type Qty Ply 1405112-Turtleback Rd-MarstonMills MA Z 25114R1 701 Valley 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:48:08 2014 Page 1 ID:sL716otzZ_OvtO5Xf5kxuQze5Me-YOdZoKLHZ_2dxoATNeTFEMTfgoZyY1 tQEkLAfIyPwRb 5-10-14 11-9-12 5-10-14 5-10.14 4x6= Scale=1:25.0 3 Z T 1.5x3 11 4 T 5 1 d d 6 7 8 3x4 i 1.Sx3 II 1.Sx3 II 1.5x3 11 3x4� 0{}6 11-9-12 11-9.6 Plate Offsets(X,Y)— [4:0-M,0-0-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2009rrPI2007 (Matrix) Weight:34 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 11-9-0. (lb)- Max Horz 1=91(LC 8) Max Uplift All uplift 100 lb or less at joint(s)1,5 except 8=-119(LC 9),6=-119(LC 9) Max Grav All reactions 250 lb or less at joint(s)1,5 except 7=329(LC 1),8=376(LC 14),6=376(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-8=-318/207,4-6=-318/207 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-&0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5 except Qt=lb) 8=119,6=119. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1. 9)"Semi-rigid pitchbreaks including heels"•Member end fixity model was used in the analysis and design of this truss. OF Af4 LOAD CASE(S) Standard �v sqC O� TIMOTHY L. yG g LaCHAPELLE CIVIL rC/3 0.30 0 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS r AND COMPONENTS,INC. RT-901 2-14-14 i o fuss russ ype y 1405112-Turtleback Rd-MarstonMills MA r 25114R7 702 Valley 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giant Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:48:08 2014 Page 1 ID:sL716otzZ_OvtO5Xf5kxuQze5Me-YOdZoKLHZ_2dxoATNeTFEMTfEoZ?Y7 HQEkLAflyPwRb 3.10-14 7-9-12 3-10.14 3-10-14 4x4= Scale=1:17.8 2 8.00 12 ST1 3 1 B1 � d d 4 2x4.i 1.5x3 11 2x4�� 0{)6 7-9-12 7-9.6 LOADING(psf) SPACING 2-" CST. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.25 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:21 lb FT=20% LUMBER- BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) 1=187/7-9-0 (min.0-1-8),3=187/7-9-0 (min.0-1-8),,4=311/7-9-0 (min.0-1-8) Max Horz 1=-57(LC 7) Max Upliftl=-46(LC 9),3=-46(LC 9),4=-4(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ZN of MAssgcti O TIMOTHY L. GN g LaCHAPELLE CIVIL co o.30 O 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 Job russ fuss ype y y 1405112-Turtleback Rd-MarstonMills MA L 25114R 1 703 Valley 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745.Patrick Giard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:08 2014 Page 1 ID:sL716otzZ_OvtO5Xf5kxuQze5Me-YOdZoKLHZ_2dxoATNeTFEMTiVoZHY1 oQEkLAflyPwRb 1-10-14 3-9-12 1-10.14 1-10-14 3x4= Scale=1:9.1 2 8.00 12 3 i 1 81 rd d d 2x4,i 2x4 3-9-6 3-%12 3-9-6 Plate Offsets(X,Y)— 12:0-2-0,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.04 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=142/3-9-0 (min.0-1-8),3=142/3-9-0 (min.0-1-8) Max Horz 1=-24(LC 7) Max Upliftl=-20(LC 9),3=-20(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf,BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=oft;Cat.II;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1N OF Mgssgcti O TIMOTHY L. G g LaCHAPELLE Rj CIVIL CIO 0.30 O L 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND �. INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 Job Truss Truss Type Qty Ply 11405112-Turtleback Rd-MarstonMills MA 25114R t 704 Valley 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 Mirek Industries,Inc. Sat Oct 25 09:48:09 2014 Page 1 I D:sL716otzZ_OvtO5Xf5kxu Qze5Me-OCBxOg My KI AUZxIfxL—UmZOtG CwXHU2aS O4kBkyPwRa 2-5-14 2-5-14 4x6= Scale=1:6.9 4.00 12 2 1 W 1 0 0 3 2x4 I Plate Offsets(X,Y)— [2:0-2-0,0-1-14) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.04 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 2-5-14 oc pudins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) 1=70/2-5-2 (min.0-1-8),3=7012-5-2 (min.0-1-8) Max Horz 1=18(LC 9) Max Upliftl=-7(LC 9),3=-13(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (10) 1)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;.L=24ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)One H2.5T Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1.This connection is for uplift only and does not consider lateral forces. 7)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)3.This connection is for uplift only and does not consider lateral forces. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard OF MASSgcti o TIMOTHY L. GN LaCHAPELLE 0 CIVIL y o.30 0 L 27/14 Warning! -Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b -�� RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 lJob Inuss lype Oty Ply 11401112-Turtleback Rd-MarstonMillsMA t t 25114R 706 Valley 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:09 2014 Page 1 I D:sL716otzZ_OvtO5Xf5kxu Qze5Me-OCBxOg My K IAUZxIfxL_U mZOrFCvaHU2aSO4 kB kyPawRa 3-5-12 3-5-12 2x4 11 Scale=1:14.5 2 8.00 12 AW1 1 B1 Li d d 3 2x4 i 2x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.17 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=143/3-5-12 (min.0-1-8),3=143/3-5-12 (min.0-1-8) Max Horz 1=72(LC 9) Max Uplift3=-44(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (9) 1)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard OF Mgssgcti O TIMOTHY L. G g LaCHAPELLE CIVIL co 0.30 0 L 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND r��. INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 I jJob rus5 I russ I ype Qty 11405112-Turtleback Rd-MarstonMills MA t 25114R 707 Valley 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print:7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:48:09 2014 Page 1 ID:sL716otzZ_OvtO5Xf5kxuQze5Me-OCBxOg MvKIAUZxffxL—UmZOteCwhHU2aSO4kBkyPwRa 1-5-12 1-5.12 Scale=1:7.7 8.00 12 2 4x6 1 W1 B1 v d 3 2x4 i I Plate Offsets(X Y)— [2:0-2-6,0-3-4) LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.01 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009frP12007 (Matrix) Weight:3 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=43/1-5-12 (min.0-1-8),3=43/1-5-12 (min.0-1-8) Max Horz 1=22(LC 9) Max Uplift3=-13(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (9) 1)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.II;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard OF MAssgcti o TIMOTHY L. G g LaCHAPELLE M-4 CIVIL � o.30 0 L� 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14.14 �Job Truss Truss Type Qty Ply 11405112-Turtleback Rd-MarstonMills MA t t 25114R 708 Roof Special 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print:7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:48:10 2014 Page 1 ID:sL716otzZ_OvtO5Xf5kxuQze5Me-UPIJ DONY5bILB5KsV2 V JnY?gcEsOwujh2gHjByPwRZ B-7-6 8-7-6 3x4 11 Scale=1:42.4 4 8.00 12 1.5x3 11 3 11.54 II 3x4 11 $T1 T 8 7 6 5 3x4 11 1.5x3 11 2x4 11 1.5x3 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.24 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:34 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 8-7-6. (lb)- Max Horz 8=211(LC 9) Max Uplift All uplift 100 lb or less at joint(s)5 except 8=-243(LC 7),6=-132(LC 9),7=-468(LC 9) Max Grav All reactions 250 lb or less at joint(s)5 except 8=533(LC 9),6=445(LC 2),7=428(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-476/155,1-2=483/147 WEBS 3-6=-352/252,2-7=-340/434 NOTES- (9) 1)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.II;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except(jt=lb) 8=243,6=132,7=468. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �j(k OF MAS LOAD CASE(S) Standard �(3- o� TIMOTHY L. yG g LaCHAPELLE CIVIL ca o.30 0 t� 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b r=== RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 lJob fuss rusS ype y 1405112-Turtleback Rd-MarstonMills MA t 1 25114R 709 Roof Special 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print:7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:10 2014 Page 1 I D:sL716otzZ_OvtO5Xf5kxu Qze5 Me-UP IJ DO NY5b I LB 5KsV2 VjJ nY_WcF DOxPjh2gHj ByPwRZ 8-0-7 8-0-7 2x4 11 Scale:3/8"=1' 3 8.00 12 1.5x3 11 2 T 4 1 G d 2x4 i 5 4 2x4 II 1.5x3 II I LOADING(psf) SPACING- 2-0-0 CSI. OEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.26 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) 1=1 2 918-0-7 (min.0-1-8),4=148/8-0-7 (min.0-1-8),5=463/8-0-7 (min.0-1-8) Max Horz 1=188(LC 9) r Max Uplift4=-46(LC 9),5=-143(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-370/269 NOTES- (9) 1)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Extedor(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 5=143. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �N OF MgSS O� TIMOTHY g LaCHAPELLE CIVIL y 0.30 0 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 i jJob russ 7717 S ype y y 1405112-Turtleback Rd-MarstonMills MA 25114R 710 Spedal 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 Mi rek Industries,Inc. Sat Od 25 09:48:10 2014 Page 1 I D:s L716otzZ_Ovt05Xf 5kxu Qze5Me-U P IJ DONY5b I LB 5KsV2 VjJ nY?5cFUOxdjh2gHj ByPwRZ 6-0-7 6-0-7 2x4 11 Scale=1:24.3 3 8.00 F12 1 1.5x3 11 2 T y 1 d d 5 4 2x4 1.5x3 11 2x4 11 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.22 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) 1=-12/6-0-7 (min.0-1-8),4=156/6-0-7 (min.0-1-8),5=39716-0-7 (min.0-1-8) Max Horz 1=137(LC 9) Max Upliftl=-36(LC 7),4=-48(LC 9),5=-122(LC 9) Max Grav1=95(LC 9),4=156(LC 1),5=397(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-318/241 NOTES- (9) 1)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=oft;Cat.II;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,4 except at--lb) 5=122. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard OF M,gsS�cy O TIMOTHY L. G g LaCHAPELLE R', CIVIL co o:30 0 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 jJob t rus5 toss ype �Qty 11405112-Turtleback Rd-MarstonMills MA � 11 25114R 711 RoofSpedal 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:11 2014 Page 1 I D:sL716otzZ_OvtO5Xf5 kxu Qze5Me-zbJ h QMQASV Q CoFv23mOys_5AVObU IOXtMZgGdyPwRY 4�7 4-0-7 2x4 11 Scale=1:16.4 2 8.00 12 W1 1 q B1 d 3 2x4 i 2x4 11 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.24 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:12 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc puriins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=170/4-0-7 (min.0-1-8),3=170/4-0-7 (min.0-1-8) Max Horz 1=86(LC 9) Max Uplift3=-53(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (9) 1)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=oft;Cat.II;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3."tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard OF MAss9cti O TIMOTHY L. G g LaCHAPELLE R'1 CIVIL co o.30 0 L� 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b r=== RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 i IJob Truss Truss Type y 1405112-Turtleback Rd-Marston Mills MA � 4 25114R 712 Roof Special 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:11 2014 Page 1 I D:sL716otzZ_OvtO5Xf5kxu Qze5 Me-zbJ h Q MOAsvQCoFv23mOys_5DmOc?IOXtwiZq GdyPwRY 2-0-7 2-0-7 2x4 11 Scale=1:9.7 2 8.00 12 W1 1 B1 Y a d 3 2x4 i 2x4 II I LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.04 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=70/2-0-7 (min.0-1-8),3=70/2-0-7 (min.0-1-8) Max Horz 1=36(LC 9) Max Uplift3=-22(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (9) 1)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.II;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard OF�ASsgcti o TIMOTHY L. G g LaCHAPELLE CIVIL co 0.30 0 'cF L 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 i Job russ I russ Type Qty PIY 1405112-Turtleback Rd-MarstonMills MA t ' 25114R 801 Piggyback 11 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.530 s Jul 14 2014 Print 7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:48:12 2014 Page 1 I D:sL716otzZ_Ovt05Xf5kxu Qze5Me-Rnt4e i0od DY3Q P U EcTYBOCeOa Px6UmO9MJ Oo3yPwRX 2-1-3 4-2-7 2-1-3 2-1-3 3x6= Scale=1:9.3 3 8.00 F12 4 5 2 1 131 2x4= 2x4= 0 8 3 3-64 4-2-7 083 2-10-1 083 Plate Offsets(X,Y)— [3:0-3-0,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.03 Vert(LL) 0.00 4 n/r 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) 0.00 4 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 4-3-15 oc puriins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=177/2-10-1 (min.0-1-8),4=177/2-10-1 (min.0-1-8) Max Horz2=-31(LC 7) Max Uplift2=-39(LC 9),4=-39(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=oft;Cat.Il;Exp B;enclosed;MWFRS(all heights)and C•C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 4.This connection is for uplift only and does not consider lateral forces. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. LOAD CASE(S) Standard L�N OF MAssgcti o TIMOTHY L. G g LaCHAPELLE 0 CIVIL y 0.30 0 L 27/14 Warning!—Verify design parameters and READ NOTES ON THIS AND ®. l INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14.14 i jJob rl1SS Truss Type Qty Ply 11405112-Turtleback Rd-MarstonMills MA f 1 25114R 802 Piggyback 2 2 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.530 s Jul 14 2014 Print:7.530 s Jul 14 2014 MTek Industries,Inc. Sal Cat 25 09:48:12 2014 Page 1 ID:sL716otzZ_Ovt05Xf5kxuQze5Me-Rnt4ei0od DY3QPUEcTYBOCeOgPyoUmO9MJOo3yPwRX 2-1-3 4-2-7 2-1-3 ' 2-1-3 Factory Girder Fastening 3 3x6— Scale=1:9.3 8.00 F12 4 5 2 1 4 B1 d 2x4= 2x4= 0$3 3-64 4 2-7 OS3 2-10-1 083 Plate Offsets(X,Y)— (3:0-3-0,Edgel LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.02 Vert(LL) 0.00 4 n/r 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.00 4 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 4-3-15 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=177/2-10-1 (min.0-1-8),4=177/2-10-1 (min.0-1-8) Max Horz2=31(LC 8) Max Uplift2=-39(LC 9),4=-39(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (13) 1)2-ply truss to be connected together as follows: Top chords connected with SDW 22300 as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected with SOW 22300 as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 6)Gable requires continuous bottom chord bearing. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 4.This connection is for uplift only and does not consider lateral forces. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. �H OF MA 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. sqC 12)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified buildin y designer. O TIMOTHY L. GN LOAD CASE(S) Standard o LaCHA IE� CIVIL o.30 O L� 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 �Job cuss fuss ype y y 1405112-Turtleback Rd-MarstonMills MA t 1 25114R 19-01 Roof Special Girder 1 2 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:48:13 2014 Page 1 ,ID:sL716otzZ—OvtO5Xf5kxuQZe5Me-v_RSr2PQO Whw2Z2QAB3QxPALpp47DC?9NO2xKWyPwRW 1.0.0 6.1-11 12-0-0 17-145 24-0-0 1-0-0 6-1-11 5.10.5 5-10.5 6-1-11 5x6 11 Scale=1:54.3 4 Factory Girder Fastening 8.00 F12 1.5x3\\ 1.Sx3 3 5 1 6 2 1 1 �1 B1 an an It n ED n n on an B1 10 11 9 12 13 14 8 15 16 17 7 18 19 20 21 4x6-� HUS26 LUS248x8= 4x6= 8x8= LUS24 LUS24 4x6 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 17h12 -1fi-0 5-0-12 7-0-12 81-2 9-0-12 11-0-12 13-0-12 15-0-12 1 10- 19-012 21012 23-0.12 1-0-0 5-0-12 2-0-0 1-08 11-1 2-0-0 2�-0 2-0-0 10. 1-1-14 2-0-0 2zz 2-0-0 11A Plate Offsets(X,Y)— [2:0-1-1,0-1-91,[6:Edge,0-1-91,[7:0-4-0,0-4-121,[9:0-4-0,0-4-12] LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.21 6-7 >999 240 MT20 197/144 TCDL 10:0 Lumber Increase 1.15 BC 0.93 Vert(TL) -0.41 6-7 >694 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:217 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEDGE Left:2x4 SPF No.2,Right:2x4 SPF No.2 REACTIONS. (lb/size) 6=4687/0-5-8 (min.0-3-11),2=3979/0-5-8 (min.0-3-2) Max Horz 2=215(LC 7) Max Uplift6=-660(LC 8),2=-894(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5690/1218,3-4=-5480/1289,4-5=-5544/1029,5-6=-5752/955 BOT CHORD 2-10=-895/4534,10-11=-895/4534,9-11=-895/4534,9-12=-435/3148,12-13=-435/3148, 13-14=-435/3148,8-14=-435/3148,8-15=-435/3148,15-16=-435/3148,16-17=-435/3148, 7-17=-435/3148,7-18=-683/4592,18-19=-683/4592,19-20=-683/4592,20-21=-683/4592, 6-21=-683/4592 WEBS 4-7=-374/3149,5-7=-261/279,4-9=-879/3027,3-9=-248/266 NOTES- (15) 1)2-ply truss to be connected together with SDW 22300 as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.11;Exp B;enclosed;MWFRS(all heights);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 LSN OF MAS 5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wid O TIMOTHY L. G(P will fit between the bottom chord and any other members,with BCDL=10.Opsf. g LaCHAPELLE R', 8)Two H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)6 and 2.This U CIVIL -4 connection is for uplift only and does not consider lateral forces. Ch O.30 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1. Q 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 5-0-12 from the left end to connect truss(es)905(1 ply 2x6 SPF)to front face of bottom chord. L 27/14 Continued on page 2 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 Job fuss I fuss I ype Qty Ply 1405112-Turtleback Rd-MarstonMills MA } 25114R 901 Roof Special Girder 1 2 Job Reference(optional)__...__ Reliable Truss Co.,New Bedford,MA 02745.Patrick Gard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:13 2014 Page 2 I D:sL716otzZ_OvtO5Xf5kxu Qze5 Me-v_RSr2 PQO W hw2Z2QAB3QxPALpp47DC?9N 02xKWyPwRW NOTES- (15) 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 7-0-12 from the left end to 15-0-12 to connect truss(es)503(1 ply 2x4 SPF),504(1 ply 2x4 SPF),505(1 ply 2x4 SPF),506(1 ply 2x4 SPF),507(1 ply 2x4 SPF)to front face of bottom chord. 13)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss)or equivalent spaced at 2-0-0 oc max.starting at 17-0-12 from the left end to 23-0-12 to connect truss(es) 508(1 ply 2x4 SPF),510(1 ply 2x4 SPF)to front face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-80,4-6=-80,2-6=-20 Concentrated Loads(lb) Vert:10=-1128(F)11=-561(F)12=-516(F)14=-494(F)15=-517(F)17=-517(F)18=-620(F)19=-620(F)20=-620(F)21=-620(F) 10/27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. - - RT-901 2-1444 Job I russ truss type Qty Ply 1405112-Turtleback Rd-MarstonMills MA 1 25114R 1902 Common Girder 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print:7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:13 2014 Page 1 ID:sL716otzZ—OvtO5Xf5kxuQze5Me-v—RS2PQO Whw2Z2QAB3QxPAQCpA5DAg9NO2xKWyPwRW 3 7-11 7-0-0 10-4-5 37-11 34-5 3-0 5 37-11 5x8 11 Scale=1:33.5 3 8.00 rl2 1.5x3\\ 11.54 2 4 1 T 1 1 5 1 � Id 8 9 7 10 11 6 12 13 5x8 G LUS26 8x8= LUS26 8x8= LUS26 54 LUS26 LUS26 LUS26 LUS26 1-012 3012 492 5p12 7�12 9012 9214 11�12 13�12 14-00, 1.12 2-0 0 1-8 6 0 3 0 2-0-0 2-0 0 0-2-2 1-9-14 2-0 0 011� Plate Offsets(X,Y)— [1:0-1-4,0-1-121,[5:0-1-4,0-1-12),[6:0-4-0,0-4-12),p:0-4-0,0-4-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.09 6-7 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.16 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(TL) 0:04 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:71 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-15 oc pudins. BOT CHORD 2x6 SP M 23 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEDGE Left:2x4 SPF No.2,Right:2x4 SPF No.2 REACTIONS. (lb/size) 1=3339/0-5-8 (min.0-54),5=3382/0-5-8 (min.0-5-5) Max Horz 1=122(LC 20) Max Upliftl=406(LC 8),5=407(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3951/532,2-3=-3798/575,34=-3802/556,4-5=-3955/513 BOT CHORD 1-8=-366/3083,8-9=-366/3083,7-9=-366/3083,7-10=-193/2213,10-11=-193/2213, 6-11=-1 93/2213,6-12=-351/3087,12-13=-351/3087,5-13=-351/3087 WEBS 36=-277/2143,3-7=-314/2134 NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.11;Exp B;enclosed;MWFRS(all heights);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 and 5.This connection is for uplift only and does not consider lateral forces. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. �N OF MgSS 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. qC 9)Use Simpson Strong-Tie LUS26(4-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at *=1 y o G 1-0-12 from the left end to 13-0-12 to connect truss(es)505(1 ply 2x4 SPF),506(1 ply 2x4 SPF),507(1 ply 2x4 SPF),508(1 ply � TIMOTHY L. 2x4 SPF),510(1 ply 2x4 SPF)to back face of bottom chord. g LaCHAPELLE a 10)Fill all nail holes where hanger is in contact with lumber. U CIVIL -4 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). co .30 LOAD CASE(S) Standard Q 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-80,3-5=-80,1-5=-20 L Continued on page 2 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND �. INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2.14-14 o (USS fUSs Type y 1405112-Turtleback Rd-MarstonMillsMA i 1 25114R 902 Common Girder 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:48:13 2014 Page 2 ID:sL716otzZ_OvtO5Xf5kxu Qze5Me-v_RS2 PQO W hv2Z2QAB3QxPAQ C pA5DAg9 NO2xK WyPwR W LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:6=-767(B)8=-776(B)9=-783(B)10=-757(B)11=-767(B)12=-758(B)13=-758(B) 10/27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. - RT-901 2-14-14 �Job Truss Type Qty Ply 11405112-TuMeback Rd-MarstonMills MA t, 1, 25114R 903 Hip Girder 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print:7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:14 2014 Page 1 I D:s L716otzZ_OvtO5Xf5 kxuQze5Me-NA_g3OQ 29q pnfjdd kuaf TdjdQ DZ7yiQJcg oVtyyPwRV -11}-0 toy 5-0-0 9-0-0 14-M 5-M 4-0-0 5.0.0 Scale=1:28.3 4x8= 4x6= 3 4 T2 8.00 12 1 1 1 T1 A 5 2 6 Ia 8 9 7 5x6 3x10 11 LUS24 6x8= 5x6 THJU26 THJU26 1-40 , 5-0-0 9-0-0 14-"1-0-0 5-0-0 4-" 5 0 0 Plate Offsets(X,Y)— [2:0-1-0,0-1-8),[3:0-5-12,0-2-0),[4:0-3-12,0-2-0),[5:0-1-0,0-1-8[,[7:0-3-8,0-4-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.05 7-8 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.09 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IRC2009rrPI2007 (Matrix) Weight:59 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 3-5-6 oc purlins. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) 2=1632/0-5-8 (min.0-2-9),5=1632/0-5-8 (min.0-2-9) Max Horz 2=101(LC 7) Max Uplift2=-502(LC 8),5=-502(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2300/712,3-4=-1788/631,4-5=-2305/713 BOT CHORD 2-8=-503/1744,8-9=-516/1783,7-9=-516/1783,5-7=-479/1748 WEBS 3-8=-310/970,4-7=-324/1008 NOTES- (15) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.11;Exp B;enclosed;MWFRS(all heights);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 5.This connection is for uplift only and does not consider lateral forces. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Use Simpson Strong-Tie THJU26(SGL&SGL LC 1-PLY)or equivalent at 5-0-6 from the left end to connect truss(es)603(1 ply OF M4S 2x4 SPF),904(1 ply 2x6 SPF)to front face of bottom chord. A sq�, 11)Use Simpson Strong-Tie LUS24(4-1 Od Girder,2-1 Od Truss,Single Ply Girder)or equivalent at 7-0-0 from the left end to connect y truss(es)603(1 ply 2x4 SPF)to front face of bottom chord. O TIMOTHY L. GN 12)Use Simpson Strong-Tie THJU26(SGL&SGL RC 1-PLY)or equivalent at B-11-10 from the left end to connect truss(es)603(1 LaCHAPELLE 2x4 SPF),904(1 ply 2x6 SPF)to front face of bottom chord. V CIVIL -4 13)Fill all nail holes where hanger is in contact with lumber. co 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). O..30 O LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Continued on page 2 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-9012-14-14 I - jJob Iruss I ype Qty ply 1405112-Turtleback Rd-MarstonMills MA 25114R 903 Hip Girder 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MiTek Industries,Inc.Sat Oct 25 09:48:14 2014 Page 2 I D:sL716otzZ_OvtO5Xf5kxu Qze5 Me-NA_q 3OQ29q pnfjd d kuaf Tdjd Q DZ7yiQJ cgoVtyyPwRV LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-3=-80,3-4=-80,4-6=-80,2-5=-20 Concentrated Loads(Ib) Vert:8=-757(F)7=-757(F)9=-198(F) 10/27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND —::f� INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 i jJ.b fuss I fuss I ype Qty Ply 1405112-Turtleback Rd-Marston Mills MA r, 1 25114R 904 Diagonal Hip Girder 2 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:14 2014 Page 1 I D:sL716otzZ_OvtO5Xf5kxu Qze5Me-NA_q 3OQ 29q pnfjdd ku af7dj VMDZ IyIH JcgoVtyyPwRV 4-5-0 6-11.6 1.5.0 6-11.6 2x4 11 Scale=1:24.3 3 5.66 12 W7 T1 5 2 1 B1 El 0 6 7 4 TJC37 TJC37 3x4= TJC37 TJC37 2x4 II 22 7 5.6-6 6.11-6 2-8-72-9-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.05 2-4 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.12 2-4 >664 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed, except end verticals. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) 4=553/Mechanical,2=561/0-7-6 (min.0-1-8) Max Horz 2=153(LC 8) Max Uplift4=-200(LC 8),2=-155(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (14) 1)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=1b) 4=200. 7)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2.This connection is for uplift only and does not consider lateral forces. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Use Simpson Strong-Tie TJC37(4 nail,30-90)or equivalent spaced at 2-9-15 oc max.starting at 2-8-7 from the left end to 5-6-6 to connect truss(es)601(1 ply 2x4 SPF),602(1 ply 2x4 SPF)to front face of bottom chord. 11)Use Simpson Strong-Tie TJC37(4 nail 90-150)or equivalent spaced at 2-9-15 oc max.starting at 2-8-7 from the left end to 5-6-6 to connect truss(es)601(1 ply 2x4 SPF),602(1 ply 2x4 SPF)to back face of bottom chord. OF 4f.4S C1 12)Fill all nail holes where hanger is in contact with lumber. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). y O TIMOTHY L. G LOAD CASE(S) Standard g LaCHAPELLE 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 V CIVIL -4 Uniform Loads(plf) co 0.30 Vert:1-5=-80,2-5=-20,2-3=-80,2-4=-20 Concentrated Loads(lb) p Vert:6=-73(F=-36,B=-36)7=-273(F=-136,B=-136) L� 27/14 Warning! -Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b jrk=eal 0=9 RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2.14-14 i Job I toss I cuss I ype Qty Ply 1405112-TuNeback Rd MarstonMills MA L 25114R 1904A Diagonal Hip Girder 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MTek Industries,Inc.Sat Oct 25 09:48:15 2014 Page 1 I D:sL716otzZ_OvtO5Xf5kxuQZe5Me-rMYCGkRgw8xeHsC p I c5u Oq Gf6dvXh Cj SrKX2 POyPwRU -1-5-0 6-11-6 1-5-0 6-11-6 1.5x3 11 Scale=1:24.5 3 5.66 F12 T1 W11 5 2 1 B1 nn 6 7 4 TJC37 TJC37 3x4= TJC37 TJC37 2x4 11 2 8-7 5-6-6 6-11-6 24 7 2-9.15 1-5-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.05 2-4 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.12 2-4 >664 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC20091TPI2007 (Matrix) Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) 2=561/0-7-6 (min.0-1-8),4=553/Mechanical Max Horz 2=153(LC 8) Max Uplift2=-155(LC 8),4=-200(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (14) 1)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf,h=30ft;B=48ft;L=24ft;eave=oft;Cat.II;Exp B;enclosed;MWFRS(all heights);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 4=200. 7)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2.This connection is for uplift only and does not consider lateral forces. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/fPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Use Simpson Strong-Tie TJC37(4 nail,30-90)or equivalent spaced at 2-9-15 oc max.starting at 2-8-7 from the left end to 5-"to connect truss(es)601(1 ply 2x4 SPF),602(1 ply 2x4 SPF)to front face of bottom chord. 11)Use Simpson Strong-Tie TJC37(4 nail 90-150)or equivalent spaced at 2-9-15 oc max.starting at 2-8-7 from the left end to 5-6-6 to connect truss(es)601(1 ply 2x4 SPF),602(1 ply 2x4 SPF)to back face of bottom chord. OF MAss9�1 12)Fill all nail holes where hanger is in contact with lumber. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). y O TIMOTHY L. GN LOAD CASE(S) Standard g LaCHAPELLE 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 U CIVIL y Uniform Loads(plf) 0.30 Vert:1-5=-80,2-5=-20,2-3=-80,2-4=-20 Concentrated Loads(lb) Q Vert:6=-73(F=-36,B=-36)7--213(F=-136,B=-136) L� 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b all 141 RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 t Jo 1russ russ ype ty y �1405112-Turtleback Rd-MarstonMills MA 1 25114R 905 HALF HIP GIRDER 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.530 s Jul 14 2014 Print 7.530 s Jul 14 2014 M7ek Industries,Inc. Sat Oct 25 09:48:16 2014 Page 1 ID:sL716otzZ_OvtO5Xf5kxuQze5Me-JZ6aU4SIgR3UvOn?rJc7Z2otC1 B40SCc3_HbxgyPwRT 11-0 0 49 5 12-1-2 19 3 4 26.6r12 _ 34-0-0 49 5 7-3-14 7-2-2 7-3-8 7-5-1 Scale=1:60.0 5x10 MT1811S,i 5x12= 1.5x3 11 3x6= 1.5x3 11 4x6= 8.00 F12 3 4 16 517 6 7 18 8 1 2 Ra cn�] 5x6 G 15 19 20 14 13 21 22 23 12 24 11 25 1026 27 28 29 9 3x10 II LUS24 LUS24 4x6= LUS24 LUS24 LUS24 3x6 II LUS24 4x6= LUS24 10x10= LUS24 LUS24 4x6 11 THJA26 LUS244x12= LUS24 LUS24 LUS24 LUS24 11-0-q 4-9-5 S Q O 12-1-2 19-3-4 26-6-12 32-10-12 $4 0 Q 49 5 7-1-2 7-2-2 7-3-8 6-0 0 Plate Offsets(X,Y)— [2:0-1-0,0-1-8],[3:0-5-12,0-14] [5:04-12,0-2-0],[9:Edge,0-3-8],[13:0-1-12,0-1-12] LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.14 13-15 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.28 13-15 >811 180 MT18HS 197/144 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.02 12 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:161 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Sheathed or 3-4-9 oc pudins, except end verticals. T2:2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x6 SPF 1650F 1.5E*Except* WEBS 1 Row at midpt 5-13 B2:2x6 SP M 23 WEBS 2x4 SPF No.2 REACTIONS. (lb/size) 9=1110/Mechanical,2=1776/0-5-8 (min.0-2-13),12=4072/0-5-8 (min.0-3-6) Max Horz 2=156(LC 17) Max Uplift9=-375(LC 5),2=-527(LC 8).12=-1207(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2642/778,3-4=-1927/612,4-16=-1926/612,16-17=-1926/612,5-17=-1926/612, 5-0=-1044/371,6-7=-1044/371,7-18=-1044/371,8-18=-10441371,8-9=-710/264 BOT CHORD 2-15=-671/2028,15-19=-686/2076,19-20=-686/2076,14-20=-686/2076,13-14=-686/2076, 13-21=-1215/360,21-22=-1215/360,22-23=-1215/360,12-23=-1215/360, 12-24=-1215/360,11-24=-1215/360,11-25=-1215/360,10-25=-1215/360 WEBS 3-15=-358/1143,4-13=-609/235,5-13=-1066/3481,5-12=-3138/954,5-10=-787/2496, 7-10=-617/267,8-10=-377/1058 NOTES- (17) 1)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=34ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights);cantilever left and right exposed;Lumber D0L=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. OF 4Igs`SgC 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 'y 9=375. O TIMOTHY L. 6 9)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2.This g LaCHAPELLE mt connection is for uplift only and does not consider lateral forces. V CIVIL -4 10)One HTS20 Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)12.This 0.3t) Ch connection is for uplift only and does not consider lateral forces. 11)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and Q referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Use Simpson Strong-Tie THJA26(THJA26 on 1 ply,Right Hand Hip)or equivalent at 5-"from the left end to connect truss(es) l 603(1 ply 2x4 SPF),904A(1 ply 2x6 SPF)to back face of bottom chord. 7/14 Continued on page 2 2 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14.14 f o fuss fuss ype y 1405112-Turtleback Rd-MarstonMills MA 25114R 905 HALF HIP GIRDER 1 1 Job Reference(optional) Reliable Thus Co.,New Bedford,MA 02745,Patrick Giard Run:7.530 s Jul 14 2014 Print:7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:16 2014 Page 2 ID:sL716otzZ_OvtO5Xf5kxuQze5Me-JZ6aU4SIgR3UvOn?rJc7Z2otC1 B4QSCc3_HbxgyPwRT NOTES- (17) 14)Use Simpson Strong-Tie LUS24(4-1Od Girder,2-1 Od Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 7-0-12 from the left end to 32-10-12 to connect truss(es)603(1 ply 2x4 SPF)to back face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber. 16)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-80,3-8=-80,2-9=-20 Concentrated Loads(lb) Vert:14=-198(B)15=-723(B)11=-198(13)12=-198(B)19=-198(B)20=-198(B)21=-198(B)22=-198(B)23=-198(B)24=-198(B)25=-198(B)26=-198(B)27=-198(B) 28=-198(B)29=-198(B) 10/27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND ZSI EMS INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14.14 r Job russ —.a s Type Qty Ply 1405112-Turtleback Rd-MarstonMills MA 25114R 1,06 1 ROOF SPECIAL GIRDER 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.530 s Jul 14 2014 Print 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:16 2014 Page 1 I D:sL716otzZ_OvtO5Xf5kxuQze5Me-JZ6aU4 S I g R3UvOn?rJc7Z2oxA 16yQ W 7c3_HbxgyPwRT 8.2.6 16-4-11 19-0 10_ _,_ 22_V ,_23-8-0, B-2-6 8.2-6 2-11-15 3 3 6 1 0 0 Scale=1:39.8 5x8 MTMHS� 3x4 11 6x8__ 1.50 11 3x6= 3x4— 2 3 14 4 5 15 6 T1 T2 8.00 12 3x6 7 0 0 8 9 � 1311 n n n n go n n n nB2 c 16 17 18 19 12 20 21 22 11 10 13 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 8x8 6x8—_ 9x12 MT18HS= 8x8= 2x4 I I LUS24 LUS24 THJA26 4 2-1 6 Cr12 121 12-2-10 16-2-0 16,4r11 1! 10 22 8 0 42-1 2 411 1-7-10 4-0-5 311$ 0 - 1 2-11-15 3 3-0 Plate Offsets(X,Y)— [6:0-4-12,0-2-0],[8:0-2-3,0-2-14],[11:0-4-0,04-12],[12:0-6-0,Edge],[13:0-4-8.0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.18 12-13 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.38 12-13 >704 180 MT18HS 197/144 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code IRC2009frP12007 (Matrix) Weight:118 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-3 oc pudins, BOT CHORD 2x6 SPF 1650F 1.5E*Except* except end verticals,and 2-0-0 oc pudins(2-9-9 max.):1-0. 132:2x6 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 9-0-8 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 2-13 WEDGE Right:2x8 SP M 23 REACTIONS. (lb/size) 8=2872/0-5-8 (min.0-4-8),13=2971/Mechanical Max Horz 13=-194(LC 8) Max Uplift8=-858(LC 8),13=-999(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3760/1245,3-14=-3759/1245,4-14=-3759/1245,4-5=-3759/1245,5-15=-3551/1172, 6-15=-3551/1171,6-7=-4257/1361,7-8=-4146/1223 BOT CHORD 13-16=-579/2061,16-17=-579/2061,17-18=-579/2061,18-19=-579/2061, 12-19=-579/2061,12-20=-1155/3811,20-21=-1155/3811,21-22=-1155/3811, 11-22=-1155/3811,10-11=-912/3196,8-10=-912/3196 WEBS 6-11=-682/2048,7-11=-241/361,7-10=-270/137,3-12=-295/138,2-13=-2992/1019, 2-12=-809/2521,5-11=-388/156 NOTES- (18) 1)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=4ft;Cat.11;Exp B;enclosed;MWFRS(all heights);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 'pJ'(N OF MqS Will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. ? 'S 8)Provide metal plate or equivalent at bearing(s)13 to support reaction shown. O TIMOTHY L. GN 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) LaCHAPELLE 13=999. V y 10)Two H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)8.This L 0 CIVIL connection is for uplift only and does not consider lateral forces. 11)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and p referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. L 14)Use Simpson Strong-Tie LUS24(4-1 Od Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 0-6-12 from the left end to 14-1-4 to connect truss(es)605(1 ply 2x4 SPF)to back face of bottom chord. 27/14 Continued on page 2 Warning! —Verify design parameters and READ NOTES ON THIS AND �. INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2.14-14 0 1 ruSs truss ype ty y 1405112-Turtleback Rd-MarstonMillsMA • 25114R 1906 1 ROOF SPECIAL GIRDER i 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.530 s Jul 14 2014 Print 7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:48:16 2014 Page 2 ID:sL716otzZ_OvtO5Xf5kxuQZe5Me-JZ6aU4SIgR3UvOn?rJc7Z2oxA 16yQ W7c3_HbxgyPwRT NOTES- (18) 15)Use Simpson Strong-Tie THJA26(THJA26 on 1 ply,Left Hand Hip)or equivalent at 16-1-10 from the left end to connect truss(es)605(1 ply 2x4 SPF),907(1 ply 2x6 SPF)to back face of bottom chord. 16)Fill all nail holes where hanger is in contact with lumber. 17)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=-80,6-9=-80,8-13=-20 Concentrated Loads(lb) Vert:11=-1304(B)12=-276(B)16=-276(B)17=-276(B)18=-276(B)19=-276(B)20=-276(B)21=-276(B)22=-276(B) 10/27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b �� RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 . 0 t fuss fuss ype Qty Ply 11405112-Turtleback Rd-MarslonMills MA 25114R 907 Diagonal Hip Girder 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print:7.530 s Jul 14 2014 MiTek Industries,Inc. Sal Oct 25 09:48:17 2014 Page 1 ID:sL716otzZ_OvtO5Xf5kxuQze5Me-nlgzhPSxRIBL WAMCP 17M5FL8KQVp943lleO9THyPwRS 1-5 0 4-6-6 9-0-13 1-5-0 4 6 6 4--6 3x4 11 Scale:3/8"=1' 4 5.66 12 1.5x<-- 3 1 2 1 B1 6 7 8 5 4x6= TJC37 TJC37 4x6= TJC37 TJC37 TJC37 TJC37 2.7 27 1113 2-9-15 2-9-15 0-8-8� Plate Offsets(X,Y)- [2:0-0-0,0-0-91 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.41 Vert(LL) 0.16 2-5 >631 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.35 2-5 >294 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:40 lb FT=20% LUMBER- BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc puriins, except end verticals. BOT CHORD 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) 5=1056/Mechanical,2=774/0-7-6 (min.0-1-8) Max Horz 2=193(LC 8) Max Uplift5=-384(LC 8),2=-212(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-545/79 BOT CHORD 2-6=-189/445,6-7=-189/445,7-8=-189/445,5-8=-189/445 WEBS 3-5=-448/196 NOTES- (16) 1)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb) 5=384. 7)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2.This connection is for uplift only and does not consider lateral forces. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �I e��H OF MAss�C 10)Use Simpson Strong-Tie TJC37(4 nail,30-90)or equivalent spaced at 2-9-15 oc max.starting at 2-8-7 from the left end to 5-6-6 t `!T` connect truss(es)601(1 ply 2x4 SPF),602(1 ply 2x4 SPF)to front face of bottom chord. y 11)Use Simpson Strong-Tie TJC37(6 nail,30-90)or equivalent at 8-4-5 from the left end to connect truss(es)604(1 ply 2x4 SPF)t O TIMOTHY L. GN front face of bottom chord,skewed 45.0 deg.to the left,sloping 0.0 deg.down. g LaCHAPELLE 12)Use Simpson Strong-Tie TJC37(4 nail 90-150)or equivalent spaced at 2-9-15 oc max.starting at 2-8-7 from the left end to U CIVIL to connect truss(es)601(1 ply 2x4 SPF),602(1 ply 2x4 SPF)to back face of bottom chord. O..30 ca 13)Use Simpson Strong-Tie TJC37(6 nail 90-150)or equivalent at 8-4-5 from the left end to connect truss(es)604(1 ply 2x4 SPF) back face of bottom chord,skewed 45.0 deg.to the right,sloping 0.0 deg.down. Q 14)Fill all nail holes where hanger is in contact with lumber. 15)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). L LOAD CASE(S) Standard 27/14 Continued on page 2 Warning! -Verify design parameters and READ NOTES ON THIS AND �t�a INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 Job fuss I Cuss Type Qty 1405112-Turtleback Rd-MarstonMills MA • .1 ` 25114R 1,07 Diagonal Hip Girder 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford.MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:48:17 2014 Page 2 I D:sL716otzZ_OvtO5Xf5kxu Qze5Me-n Igzh P SxRIB L WAMCP 17M5F L8KQV p943ll e09THyPwRS LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-80,2-5=-20 Concentrated Loads(lb) Vert:6=-73(F=-36,6=-36)7=-213(F=-136,B=-136)8=-485(F=-243,B=-243) 10/27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 i • 0 4jTrUSS Truss Type Qty Ply 1405112-Turtleback Rd-MarstonMills MA i 25114R 908 Roof Special Girder 1 Z Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:18 2014 Page 1 ID:sL716otzZ—OvtO5Xf5kxuQze5Me-GxELvrrZC3JC8KxOzkebeTtDegtQu MYvXlmiOjyPwRR 11•o-f�1 as- 1aS4 16-1-0 2a0-0 28.1P& 34-0-0 -6 49-0 "0 S&0 7-11-0 4-10-2 5-1-10 4x6= Scale=1:72.7 4x4= 2x4 11 Factory Girder Fastening 6 7 6 4x10= 5x12= 1.5x3 II 8.00 rl2 3 4 d d 1 4 4 5 16 �12 rdI Vl 5x6,i 15 17 18 14 13 12 11 10 19 20 9 2x4 II LUS24 LUS24 6x8= 2x4 II 4x10= 4x6— THJU26 4x8= 5x6= LUS24 Special 11-34 rt-0-q a94 a1�1r15 10-5-4 10r9r12 161-4 2a-0d 34-" 7 9� 0 -11 555 0h" 4-10-0 7-11-0 9-11-12 0-5-8 _Plate Offsets(X,Y)— [2:0-1-0,0-1-8),[3:0-7-12,0-2-0),[6:0-3-8,0-1-12),[13:0-3-9,0-0-0),[14:0-3-0,0-1-12) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.26 12-14 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.51 12-14 >789 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:358 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Sheathed or 3-7-2 oc puriins, except end verticals. T3:2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SPF 1650F 1.5E WEBS 1 Row at midpt 8-9,5-10 WEBS 2x4 SPF No.2 REACTIONS. (lb/size) 9=2293/Mechanical,2=3618/0-5-8 (min.0-2-13) Max Horz 2=356(LC 8) Max Uplift9=-450(LC 8),2=-837(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5634/1275,34=-7597/1587,4-16=-7597/1587,5-16=-7597/1586,5-6=-2634/415, 6-7=-2061/425 BOT CHORD 2-15=-1267/4416,15-17=-1281/4460,17-18=-1281/4460,14-18=-1281/4460, 13-14=-1549/7365,12-13=-1549/7365,11-12=-1552/7357,10-11=-1552/7357, 10-19=-253/1177,19-20=-253/1177,9-20=-253/1177 WEBS 3-15=-323/1020,3-14=-591/3661,4-14=-424/217,5-14=-562/425,5-12=0/281, 5-10=-5766/1224,6-10=-79/833,7-10=-364/1860,7-9=-2348/507 NOTES- (17) 1)2-ply truss to be connected together with SDW 22300 as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=34ft;eave=4ft;Cat.II;Exp B;enclosed;MWFRS(all heights);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. OF AfA 5)Provide adequate drainage to prevent water ponding. sq�, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ? y 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wid O TIMOTHY L. GN will fit between the bottom chord and any other members,with BCDL=10.Opsf. LaCHAPELLE 8)Refer to girder(s)for truss to truss connections. V CIVIL -4 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 9=450. 0.30 10)Two H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2.This p connection is for uplift only and does not consider lateral forces. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and .a referenced standard ANSI/TPI 1. L 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7/14 Continued on page 2 2 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b P��a RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14.14 Job A fuss fuss Type y y. 1405112-Turtleback Rd-MarstonMills MA 1 25114R 908 Roof Special Girder 1 2 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:48:18 2014 Page 2 I D:sL716otzZ_OvtO5Xf5kxu Qze5 Me-GxELv rrZC3J C 8KxOzke beTtDegtQ u MYvXI m CjyPwRR NOTES- (17) 13)Use Simpson Strong-Tie THJU26(SGL&SGL LC 2-PLY)or equivalent at 5-0-5 from the left end to connect truss(es)607(1 ply 2x4 SPF),911 (1 ply 2x6 SPF)to front face of bottom chord. 14)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 7-0-12 from the left end to 10-9-12 to connect truss(es)607(1 ply 2x4 SPF),609(1 ply 2x4 SPF)to front face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1086 lb down and 182 lb up at 11-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-80,3-5=-80,5-6=-80,6-8=-80,2-9=-20 Concentrated Loads(lb) Vert:13=-1297(F)15=-757(F)17=-198(F)18=-198(F) 10/27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND �. INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 jJob fuss fuss ype ty y 1405112-Turt eback Rd-MarstonMills MA ,1 ' 25114R 909 PIGGYBACK BASE GIRDE 2 2 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:50:55 2014 Page 1 ID:sL716otzZ—OvtO5Xf5kxuQze5Me-98DhrRN 1 E15xUSRZgCzQVauOZ7MJANKOdDI W 17yPwP_ -1-4 5-5-10 12 10�12 1 12 15-2-6 19-7-12 2 247-15 29-9-0 31-W 342-9 39-6-0 5-5-10 0 2 4-0 0 0 5-0 48 10 45 6 4315 5 1-1 2-2� 2-3-5 5 3 7 Scale=1:75.7 3x6— 5x12= 4x8 i 7 8 9 Factory Girder Fastening 12 w8 3x6 Z� 3x6 i 10 5x8 6 11 4x8.i N 4.00 12 3x6 5 0 2x4- d 4 2 12 11 4x4 6x8� W13 13 16 4x4�� 6x8 2 = 14 b 1 17 }g 4x4 d 3x6= 23 22 21 20 19 18 6x8 II 3x6= 4x8= 3x4= 3x8 4.00 12 44 II 6x10= 1 0 Q 5 8 12 I 12 10 12 1 rr32 19-7-12 2p-5,8 247-15 29 9-0 39-6-0 5 8 12 4 40 0 k 49 6 4410 0 9 2 42-7 5 1-1 9-9-0 Plate Offsets(X,Y)— [8:0-4-8,0-2-8],[9:0-10-4,0-2-41,[14:0-5-11,Edge],[18:0-5-5,0-0-15],[21:0-2-12,0-1-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.26 16-17 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.92 Vert(TL) -0.56 14-16 >724 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 Horz(TL) 0.34 14 n/a n/a BCDL 10.0 Code IRC2009frP12007 (Matrix) Weight:406 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Sheathed or 3-7-0 oc purlins,except T5:2x4 SPF 165OF 1.5E 2-0-0 oc purtins(6-0-0 max.):8-9. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No.2*Except* 6-M oc bracing:2-23,21-23. W3,W7:2x6 SPF 1650F 1.5E SLIDER Right 2x4 SPF No.2 3-8-3 REACTIONS. (lb/size) 2=-640/0-3-0 (min.0-1-8),23=5367/0-5-8 (min.0-4-3),14=2640/0-5-8 (min.0-1-15) Max Horz 2=276(LC 7) Max Uplift2=-739(LC 14),23=-1517(LC 8),14=-046(LC 8) Max Grav2=102(LC 5),23=5367(LC 1),14=2640(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-738/2929,3-4=-3798/1174,4-5=-3580/1141,5-6=-4261/1299,6-7=-3877/1283, 7-8=-528/146,8-24=-481/137,9-24=-481/137,9-10=-3624/1127,10-11=-3751/1096, 11-12=-6591/1607,12-13=-6469/1613,13-14=-6622/1601 BOT CHORD 2-23=-2688/738,22-23=-2688f738,21-22=-2688f738,20-21=-977/3515,19-20=-848/3442, 18-19=-577/3034,17-18=-608/3184,16-17=-1192/5788,14-16=-1251/5452 WEBS 5-20=-272/162,6-20=-84/404,6-19=-627/237,9-17=-317/1738,11-17=-3555/794, 11-16=-676/3656,5-21=-1378/343,7-19=-481/1432,9-19=-343/668,7-9=-2668/993, 12-16=-71/458,3-23=-5162/1474,3-21=-1850/6689 NOTES- (17) 1)2-ply truss to be connected together with SDW 22300 as follows: Top chords connected as follows:2x4-1 now at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 OC,2x6-2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to OVA OF MA ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 'y 4)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=40ft;eave=5ft;Cat.II;Exp B;enclosed;MWFRS(all o TIMOTHY L. GN heights);cantilever left and right exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 LaCHAPELLIE 5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads V CIVIL 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. co 7)—This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wid Q•30 will fit between the bottom chord and any other members. Q 8)Bearing at joint(s)14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Two H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 14.This L connection is for uplift only and does not consider lateral forces. 27/14 Continued on page 2 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b Meat 212v RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 JJob 7TrussTruss Type oty Ply 1405112-Turtleback Rd-MarstonMills MA 25114R 909 PIGGYBACK BASE GIRDE 2 2 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard 7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:50:55 2014 Page 2 ID:sL716otzZ_OvtO5Xf5kxuQze5Me-98DhrRN 1 E15xUSRZgCzQVauOZ7MJANKOdDI W 7 7yPwP_ NOTES- (17) 10)LGT2 Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)23.This connection is for uplift only and does not consider lateral forces. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)LGT2 Hurricane ties must have two studs in line below the truss. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1140 lb down and 446 lb up at 10-5-12,and 2121 lb down and 829 lb up at 19-7-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 16)The loading on this truss has been modified to reflect the roof profile,the ridgeline is located 22-6-0 from joint 1 and has a slope of 8.000 on the left and-8.000 on the right. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-80,4-8=-80,8-9=-80,9-15=-80,2-18=-20,16-18=-20,14-16=-20 Concentrated Loads(lb) Vert:19=-2121(F)21=-1140(F) 10/27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 �Job , fuss russ ype Qty ply 1405112-Turtleback Rd-MarstonMills MA ' 25114R 911 Diagonal Hip Girder 1 1 Job Reference(optional) ' Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print:7.530 s Jul 14 2014 M7ek Industries,Inc. Sat Oct 25 09:51:08 2014 Page 1 ID:sL716otzZ_OvtO5Xf5kxu Qze5 Me-He VcauXBAI k5XSx3wRTXJwEYMy I j RYwd lxizsyPwOn -1-5.0 6-11-4 1-5-0 6-11-4 1.5x3 11 Scale=1:24.5 3 5.66 F12 T1 W11 2 1 B1 111 5 6 4 TJC37 TJC37 3x4= TJC37 TJC37 2x4 II 2-11-7 5-6-6 611-4 2 8 7 2-9-15 1-0-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.05 2-4 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.12 2-4 >667 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Sheathed. BOT CHORD 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) 2=579/0-7-6 (min.0-1-8),4=553/Mechanical Max Horz 2=155(LC 8) Max Uplift2=-163(LC 8),4=-200(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (14) 1)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 E 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 1 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Gt=lb) 4=200. 7)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2.This connection is for uplift only and does not consider lateral forces. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI(TPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Use Simpson Strong-Tie TJC37(4 nail,30-90)or equivalent spaced at 2-9-15 oc max.starting at 2-8-7 from the left end to 5-6-6 to connect truss(es)601 (1 ply 2x4 SPF),602(1 ply 2x4 SPF)to front face of bottom chord. 11)Use Simpson Strong-Tie TJC37(4 nail 90-150)or equivalent spaced at 2-9-15 oc max.starting at 2-8-7 from the left end to 5-6-6 to connect truss(es)601(1 ply 2x4 SPF),602(1 ply 2x4 SPF)to back face of bottom chord. OF Mgss�C 12)Fill all nail holes where hanger is in contact with lumber. f� 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). y O TIMOTHY L. G LOAD CASE(S) Standard g LaCH APE LLE R7 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 V CIVIL y Uniform Loads(plf Vert:1-3=-80,2-4=-20 0.30 Concentrated Loads(lb) p Vert:5=-73(F=-36,B=-361 6=-273(F=-136,B=-136) L� 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 jJob 4- fuss fuss I ype Oty 1405112-TuNeback Rd-MarstonMillsMA � 25114R 912 Jack-Closed Girder 1 1 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print:7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:51:08 2014 Page 1 I D:sL716otzZ_OvtO5Xf5kxu Qze5Me-H eVcauXBAI k5XSx3wR TXJwROMu Vj MOwd txizsyPwOn 3-0 12 4-11-15 3-0-12 1-11-3 2x4 11 3 Scale=1:22.7 8.00 F12 4x8 i 2 T1 W3 1 1 B1 6 5 4 HUS26 3x1011 44= 4x6= HUS26 1-012 3-012 4-11-15 1012 200 1-11-3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.02 1-5 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.04 1-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-15 oc puriins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=1561/0-5-8 (min.0-2-7),4=1106/Mechanical Max Horz 1=131(LC 8) Max.Upliftl=-128(LC 8),4=-170(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1154/72 BOT CHORD 1-6=-130/866,5-6=-130/866,4-5=-130/866 WEBS 2-5=-128/1559,24=-1395/209 NOTES- (13) 1)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=24ft;eave=oft;Cat.11;Exp B;enclosed;MWFRS(all heights);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 4=170. 7)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1.This connection is for uplift only and does not consider lateral forces. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Use Simpson Strong-Tie HUS26(14-1 Old Girder,4-1 Od Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at OF A 1-0-12 from the left end to 3-0-12 to connect truss(es)523(1 ply 2x4 SPF),524(1 ply 2x4 SPF)to front face of bottom chord. 11)Fill all nail holes where hanger is in contact with lumber. y O G 12)In the LOAD CASE TIMOTHY L. section,loads applied to the face of the truss are noted as front(F)or back(B). � N g LaCHAPELLE mi LOAD CASE(S) Standard v CIVIL N 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) O.30 Vert:1-3=-80,1-4=-20 p Concentrated Loads(lb) Vert:5=-1103(F)6=-1103(F) 27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 ' JJobn ruSS fuss I ype Qty Ply 1405112-Turtleback Rd-MarstonMills MA 25114R 915 ROOF SPECIAL GIRDER 1 2 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Gard Run:7.500 s Nov 26 2013 Print 7.530 s Jul 14 2014 MTek Industries,Inc. Sat Oct 25 09:51:09 2014 Page 1 I D:sL716otzZ_OvtO5Xf5kxu Qze5 Me-If3_n DYpxbsy9cWF U8D i3XTWC mDxSg U3sOh F VJ ypwOm 57-12 3514 1T10-0 1&2-2 22-6-4 27A 51-12 4-42 442 4-42 4-42 51-102 -0- 5x12 11 Scale=1:66.8 8.00 12 5 Factory Girder Fastening 5x6-5�, 5x6. 4 6 5x6 i 5x6 5x8 i 3 7 5x8 2 4 8 4 1 9 10,r; B7 d 16 17 15 18 74 19 20 21 13 22 23 12 24 25 11 7x12— 7x12= HUS26 3x12 II HUS26 10x10= 12x18 MT18HS= 1ox10= Special3x12 II HUS28 HUS26 HUS26 HUS26HHUS26-2 LUS28 LUS28 LUS28 7-1-4 11.1-4 1514 19-14 it-1-0, 31-4 5.145.1,12 11Z1.4 11 , 13-0-813t0A t7-1-0 1&2-2 , 21-1-0 ,22�-4, 27-8-0 1-44 2-0-0 2-0-0 2-0-0 Oh-0 1-11-0 1-34 1 2-0-0 -0-1 2-0-0 1-5-0 57-12 1-11-0 1.7' 0-11-2 Plate Offsets(X,Y)— [1:0-",0-0-0] [4:0-1-4,0-2-0] [6:0-1-4,0-2-01 [9:0-0-0,0-0-6],[12:0-3-8,0-5-12],[14:0-3-8,0-5-12] LOADING(psf) SPACING 2-" CSI. DEFL in (loc) I/defi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.22 13-14 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.44 13-14 >741 180 MT18HS 197/144 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:412 lb FT=20% LUMBER- BRACING TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-0-13 oc purlins. BOT CHORD 2x8 SP M 23 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2*Except* WEBS 1 Row at midpt 4-13 W5:2x4 SPF 1650F 1.5E REACTIONS. (lb/Size) 1=12312/0-5-8 (req.0-9-11),9=8993/0-5-8 (req.0-7-1) Max Holz 1=-244(LC 6) Max Upliftl=-2168(LC 8),9=-2053(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-17571/3200,2-3=-14046/2736,3-4=-13956/2753,4-5=-10586/2276, 5-6=-10587/2277,6-7=-13043/2912,7-8=-13130/2895,8-9=-15144/3454 BOT CHORD 1-16=-2504/14295,16-17=-2504/14295,15-17=-2504/14295,15-18=-2504/14295, 18-19=-2504/14295,14-19=-2504/14295,14-20=-2053/11612,20-21=-2053/11612, 13-21=-2053/11612,13-22=-2191/10853,22-23=-2191/10853,12-23=-2191/10853, 12-24=-2701/12254,24-25=-2701/12254,11-25=-2701/12254,9-11=-2701/12254 WEBS 5-13=-2366/11141,6-13=-3660/1119,6-12=-1181/4175,8-12=-1807/653,8-11=-679/2209, 4-13=-5007/876,4-14=-901/5804,2-14=-3448/577,2-15=-541/4078 NOTES- (21) 1)2-ply truss to be connected together with 1Od(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-3-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=48ft;L=28ft;eave=4ft;Cat.11;Exp B;enclosed;MWFRS(all e�(N OF 4.4L9 heights);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 6)All plates are MT20 plates unless otherwise indicated. O TIMOTHY L. G N 7)The Fabrication Tolerance at joint 13=16% LaCHAPELLE mi 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. U CIVIL y 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wi will fit between the bottom chord and any other members. D•30 10)WARNING:Required bearing size at joint(s)1,9 greater than input bearing size. p 11)MGT HDU Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)1 and 9.This connection is for uplift only and does not consider lateral forces. 'PE' 12)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and L referenced standard ANSI/TPI 1. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 27/14 Continued on page 2 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. RT-901 2-14-14 i ��Jo'b A Cuss Truss Type Qty Ply 1405112-Turtleback Rd-MarstonMills MA C, 25114R 1,15 ROOF SPECIAL GIRDER 1 2 Job Reference(optional) Reliable Truss Co.,New Bedford,MA 02745,Patrick Giard Run:7.500 s Nov 26 2013 Print:7.530 s Jul 14 2014 MiTek Industries,Inc. Sat Oct 25 09:51:09 2014 Page 2 I D:s L716otzZ_OvtO5Xf5kxuQze5Me-lr3—n DYpxbsy9cwF U8 Di3XT WC m DxSg U3sOh F VJyPwOm NOTES- (21) 14)Use Simpson Strong-Tie HUS28(22-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 1-1-4 from the left end to connect truss(es)517(1 ply 2x4 SPF)to front face of bottom chord. 15)Use Simpson Strong-Tie HUS26(14-10d Girder,6-1 Od Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 3-1-4 from the left end to 11-1-4 to connect truss(es)516(1 ply 2x4 SPF),515(1 ply 2x4 SPF),514(1 ply 2x4 SPF),513(1 ply 2x4 SPF),512(1 ply 2x4 SPF)to front face of bottom chord. 16)Use Simpson Strong-Tie HHUS26-2(14-10d Girder,6-10d Truss,Single Ply Girder)or equivalent at 13-0-8 from the left end to connect truss(es)908(2 ply 2x6 SPF)to front face of bottom chord. 17)Use Simpson Strong-Tie LUS28(6-10d Girder,3-10d Truss)or equivalent spaced at 2-0-0 oc max.starting at 15-1-4 from the left end to 19-1-4 to connect truss(es)524 (1 ply 2x4 SPF),523(1 ply 2x4 SPF),502(1 ply 2x4 SPF)to front face of bottom chord. 18)Fill all nail holes where hanger is in contact with lumber. 19)MGT Huricane tie must have a 5/8"anchor rod to a HDU4 or similar on studs below. 20)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2951 lb down and 1009 lb up at 21-1-4 on bottom chord. The designtselection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-80,5-10=-80,1-9=-20 Concentrated Loads(lb) Vert:15=-1659(F)16=-1667(F)17=-1659(F)1'8=-1659(F)19=-1659(F)20=-1659(F)21=-2273(F)22=-1103(F)23=-1103(F)24=-1092(F)25=-2951(F) I I r 10/27/14 Warning! —Verify design parameters and READ NOTES ON THIS AND INCLUDED RELIABLE TRUSS REFERENCE PAGES RT-2a & RT-2b RELIABLE TRUSS AND COMPONENTS,INC. - - RT-901 2-14-14 N _ !V E f251, OLD MILL ROAD MAP 046 PARCEL 104 ,¢1178 7ZIR77EBACK ROAD MAP 046 PARCEL 103 ` V 58'�a � S 0 200' 0 CBDH rn �j �T P.) MAP 06J Nam_ w PARCEL 021 7A o 44,048-1-. s.f. ' 01� R5 HAZEL PA 7H MAP 06J PARCEL 021 OG o O OZ o N �04 SITE BENCHMARK: CATCH BASIN �) - ELEVATION: 82.66 (ASSUMED) 7 TO THE" TOWN OF BARNSTABM..- �'0 /� 'l HEREB Y CERTIFY THA T THE FOUNDA T/ON I LOCA 77ON AND DIMENSIONAL IN FORMA 77ON SHOWN ON THIS PLAN ARE TRUE AND O 4/ ACCURA TE TO THE BEST OF MY KNOWLEDGE P AND BELIEF, AS—BOIL T. _ O R=40.00 �O ALAN A4. c GRADY. N No.37732 A��FESSIO PROFESSIONAL LAND SURVEYOR o co ZONE: RF * PLAN SCALE o REQUIRED NOTES: C LOT AREA: 43,560 s.f. 0 8 16 24 32 40 60 80 12U . 1. OWNER: FRONTAGE: 150' FRONT YARD: 30' 1 inch = 40 feet THOMAS M: ZUBATY -o SIDE YARD: 15 and CYNTHIA G.' ZUB TY ,V REAR YARD: 15 P.0 BOX 1432 * THE SUBJECT PROPERTY IS EXEMPT FROM THE OVERLAY PROTECTION DISTRICT SAGAMORE BEACH, MA. 02562 REQUIREMENTS OF SECTION 240-36 PER SECTION 240-91G. 2, DEED REF: CERT #198522 Sheet Title: (DOC. #1204696) RACjmENFOUNDATION AS—BUILT _ IN BARNSTABLE, MASSASHUSETTS 3. PLAN REFERENCE: LCC (LOT 342) Prepared for: 49 HERRING POND ROAD 19 OLD SOUTH ROAD LONG BUILT HOMES 4. LOCUS DOES FALL WITHIN A ZONE II BUZZARDS BAY, MA 02532 NANTUCKET, MA 02554 #206 TURTLEBACK ROAD WELLHEAD PROTECTION AREA. (to[) 508.833.0070 (tel) 508.325.0044 MAP 63 PARCEL 21 Date: Drawn: Checked: (fax)508.833.2282 www.brackeneng.com OCTOBER 28, 2013 ERC AMG S:\Autocad Drawings\Barnstable\Turtleback Rood\206 Turtleback Road\206 Turtleback Rood — FND CERT.dwg 3 i 1116 rm 1C&SS9. 2M•10.6-91165/ 8-1T11D3'V'f57^N PLAN 01-` LAND IN i3ARN5TAi.LE' 13s3rns.table Survoy Consultants• Inc. , Surveyors- 3075-1 I .� ti SHEET _ -' April 1970 F ^ w9rre f17,$e �q°'768 OLD ;4 o FT. W,�oai �' • .c's o 17 5, tee. MILL N 58'as as 8 RD, g e.Z�$mss N 86 - sites - ►za_s6- 176.00 , t7 S.00 8Z•g9 6�.n Mae, e 150.00 �„ 12 �O All w w r I 2O2• 5�, r•. i NN N In1 ,4 � 'N lO� 1 I 61 s d 61 341 ^ 340 339 N 338 � , In 337 �, u�i 336 m+� ; 33,5 � .. � S � N � a wN . � N Ni� >••t � � ' 6 V r 1 m 1�302 _ _S�' . ; 17 5.00 l 7 5,00 _ 17 5.00 _ ,►_ 17 5.00 _ ,'_ 203•Z6 dQ�c�, 20070 *• 15(;-S0 7 ` 174,81 w ' ;• 17.5.00 •'% 174,32 i i64,95 . ,a Nr9' 4-S$S E w • Gl w p. '0V w N 0 �cA1� .$ •�� 342 : to g n 343 378 M 379 M F 344 N M 34.5 � - ` 1 0� M 0 N M ' N � �, m '^' 3 In .'.. gK93 o �' .. 17 5.00 ti , &.�'S' 59.159r-I1u.35� 175.00 • 145..E 't+68 bo0oc �' • �. � ' N . ro ° r✓1 9��' L b 5t3 30 00' . • N r9N �9� �' 9�9.4 .41�0. l7AZLc.O .� PATH, 0�IZ3.5G �a �. �. q,S�--' �a6° "J, 180.00- - 20259 - �24386 0 0 3N D �. �'e'q o 0. Nlr °0 346 n . Ir '00 347 380 CIS ' N wN °01 N 56'5d ooE O Z '$ ,s �a.ea . , cc 3 0 r 1 ae� ga '0 0,N 4 �Aaa1 348c � - 377 d .. 350 x .Q° see6hrel3 g.�0 bD% Ut V.r C°o o �? o; a• �� cn 352 349 5.3- 41 o 0 o�PAYN po Q 376 J ec' ��os• fb 01.3 8 R A v 383 353 , SocShec/Z : 357 • E Subdivision of .t,,)t.q 2P2 'I'hru P75 , Shown on Plan 3075].D Filed with Cart. of. Title "0, 36923 Registry District of Sarnstablo County Separate certificates of title may be issued for land shown hereon P.Ae_-iEvo 390. Copy of part oFplen By the Court, A An LAND REGIMA U0N -0MCE C _CAM nr_If lc n/bn/Go 6221L&--In 1 / • • '1 1' i i 1 / 1 1' �� r 1 • DRAWING IND 1 I' i/ • I �A• • • •ML COVER , 1 SHEET , INDEX • • FOUNDATION PLAN01 © LD • IST FLOOR PLAN 31 � • . • All REAR • • ELEVATION M - o LEFT ELEVA'nON RIGHr ELEVATION o . • • MID, • . I' • • t • • m - t , m * • • WIN. / DOOR SCHEDULES ® . • • • CABINET PLANS ® - • • • m • • ELECTRICAL PLAN - IST FL. 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J QLij r w fC DLn DC O I uj� O 40 Lli ' I-4 z Q Z H Z � W > DC WINDOW SCHEDULE 0 QTY FLOOR WIDTH HEIGHT R/O TEMPERED DE5CRIPTION CODE MANUFACTURER COMMENTS z 2 0 531 /2 " 361 /2 " 34"X 37" DOUBLE HUNG 3457 JELL) WEN o 5 1 291 /2 " 23 1 /2 " 301 /8'X 24" AWNING 3024 JE L D W E N 10 1 351 /2 " 641 /2 " 34"X 65" DO U B L E HUNG 3465 J E L L) W E N 2 1 47 1 /2 " 41 1 /2 " 481 /8"X42" YE5 DP>L CASEMENT-LHL/RHR 2442-21 JELL) WEN TEMPERED GLA55 Q N 4 1 67 1 /2 " 641 /2 " 681 /8"X Eb" MULLED UNIT 3465-2 J E L D W E N a 2 1 67 1 /2 " 7711 681 /8"X 77 1 /2" MULLED UNIT 3465-2/341 2-2 J E L D WEN 1 2 591 /4 1251 /2 1597/8'X24" MULLED UNIT 3024-2 JELL) WEN DORMER W Z � n Z mn DOOR 5 C H E D U L E _ •'' of QTY FLOOR I)IMEN510N5 R/0 DESCRIPTION CODE MANUFACTURER COMMENTS a fwm 1 0 36"X8d'X1 3/4" L EX 381 /2"X82 1 /2" EXT. HINGED DOOR E06 EXTERIOR THERMATRU BASEMENT TO REAR w 4m� 1 1 2 24"X 80"X 1 3/8" 1 N 501 /2"X 82 1 /2" D O U B L E HINGED DOOR F 09 0 ® w z o 1 1 1 2"X 80"X 1 3/0' L I N 1 41 /2"X 82 1 /2" HINGED DOOR F 09cc w 1 1 1 92"X 84"X 1 5/4" R 1 941 /2"X 861 /2" GAR AG E 0 H D 0 0 Ruj 1 1 48"X80" 485/8'X801 /2" MULLED UNIT EXTERIOR THERMATRU FRONT DOOR 1 1 24"X 80"X 1 3/8" R IN 261 /2"X 82 1 /2" HINGED DOOR F 09 0 Q W 2 1 28"X80"X1 3/8" L IN 301 /2"X82 1 /2" HINGED DOOR P09 0 _ D 3 1 30"X 80"X 1 3/8" L IN 32 1 /2"X 82 1 /2" HINGED DOOR P 09 Z O In Cl)L) w w 5 1 30"X 80"X 1 3/8' R I N 32 1 /2"X 82 1 /2" HINGED DOOR F 09 Z 1 1 32"X 80"X 1 3/8" L EX 341 /2"X 82 1 /2" EXT. HINGED DOOR E 23 �L H 0 1 1 32"X80"X1 3/6' R IN 341 /2"X821 /2" HINGED DOOR F09 INSULATED DOOR TO BASEMENT V V ~ 1 1 48'X 80"X 1 3/8' R I N 501 /2"X 82 1 /2" SLIDER DOOR F 09 Z Q In ? H 1 1 60'X 80"X 1 3/6' L I N 62 1 /2"X 82 1 /2" S L I D E R DOOR F 09 m co z 1 1 71 1 /2"X791 /2"X1 3/4" LEX 74"X82" EXT. SLIDER-GLASS JEXTERIOR JELD WEN DATE: LD 5/12/14 Q DRAWN BY a �®w DOOR Q SHEET# SCHEDULES uj Ln W 2 H 8 ,m00 . z 0 MIN. 3"x 11 1/4" HEADER- — u W CONTINUOUS- DO NOT BREAK a �'D FASTEN SHEATHING TO z w HEADER WITH 8d COMMON � + W NAILS IN 3"GRID PATTERN AS — ' ' . ' —SHEATHING FILLER IF NEEDED 5HOWN AND 3"D.G. IN ALL • • • • • • • N V FRAMING (STUDS AND SILLS) (TYP.) . . . . . . . . Ljo lbd SINKER NAILS IN 2 ROW5 ZO p W TOP PLATE @ 3"O.G. H p 1000 LB. HEADER-TO-JACK- CONTINUITY z V Q STUD STRAP ON BOTH 5IDE5 15 REQUIRED 1000 LB. HEADER-TO-JACK-STUD LL > OF OPENING (TYP.)-(INSTALL STRAP ON BOTH SIDES OF z w ON BACKSIDE AS SHOWN ON OPENING(SIMPSON STRAP z 51DE ELEVATION -51MP50N L5TA24) o STRAP L5TA24) a o MIN. (3)2"X 4"(TYP.) m w a W w MAXIMUM HEIGHT OF WALL g Q N TO BE10' 3 p � Lo 0 x IF PANEL SPLICE 15 NEEDED I 3 SHALL OCCUR WITHIN 24"OF m uj z oN MID-HEIGHT. BLOCKING 15 NOT MINIMUM OF 2 X 4 z m REQUIRED. FRAMING(TYPICAL) y o o.00 Z. J�p 7/1b"MIN.THICKNESS 3 MIN. WIDTH BASED ON 6:1 WOOD STRUCTURAL T o HEIGHT-TO-WIDTH RA IO• PANEL SHEATHING EA FOR EXAMPLE: lb"MIN. W FOR 8'HEIGHT W iw m . Zcr co v ,MIN.3'k3"x1/4" PLATE o a O 3 w W ASHER z o ° W � J Z (2)5/8"ANCHOR BOLT 8 ° � Z PER SECTION EMBEDDED MINIMUM OF T' IN CONCRETE m Q U FOUNDATION PER OUTSIDE ELEVATION 51DE ELEVATION g w Z Q CODE(TYP.) 0 O DATE: IMPORTANT CODE REQUIREMENT: 05/12/14 ONLY FOR USE ON HOMES WITH FULLY SHEATHED APA DETA OE OW WALL WIL � Q DRAWN BY PLYWOOD OR 05B EXTERIOR WALL5, PER IRG a JJM R602.,0.5. BRACING — NOT TO SC—A—LE z 3: SHEET# cc W VI W H 11000 z O c~, a W a Q w z a J O O aL F- W w F- ry V Q THE LAST(2)BAYS ON EVERY F to END MUST HAVE BLOCKING AT w z LQL A MAXIMUM OF 45"O.G. 2 O Q H zto Q � H z � W CEILING J015T5 or ROOF TRU55E5 z °C a (TYPICAL) @ 16" O.G. Z a z p� 1 X 3 STRAPPING @ 16" O.G. LL O a w w 1-0 N � Q \ L0 O S F 3 z z m� < moo S<rav 0 2: � sm wv�i w a m v u3 ® mZ O �n O at d w w co Q O W It m w tn o 3 vi LLJ a ; z z �L H Y BLOCK ALL END BAYS WITH 2 X 4 �, Q 0 H BLOCKS @ 48" MAXIMUM O.G. o CO Z ca V o w DATE: cc 5/12/14 0 w Q DRAWN BY JJM 3 SHEET# cC1E�]L][l�Tc �]L®CE ING FLOOR BLOCKING DETAIL 0 ui DETAIL NOT TO SCALE NOT TO SCALE w Vl F O Z O u Q L'U^ J V Lu Z o O w u NUMBER OF NUMBER OF NAIL SPACING ? 0 JOINT DESCRIPTION COMMON NAILS BOX NAILS Ix ROOF FRAMING Z Z Lu w BLOCKING TO RAFTER(TOE-NAILED) 2-8d 2-10d EACH END KING STUD(5) 2 O n RIM BOARD TO RAFTER(END-NAILED) Ao 2-16d 3-16d EACH END DOUBLE TOP z NALL FRAMING PLATE Q � H z � W TOP PLATES AT INTERSECTIONS(FACE-NAILED) 4-1bd 5-16d AT JOINTS Z STUD TO STUD(FACE-NAILED) 2-t 6d 2-16d 24"O.G. Z HEADER TO HEADER(FACE-NAILED) 1 bd 1 bd 16"O.G.ALONG EDGES HEADER z FLOOR FRAMING JACK5TUD(S) _7 JOIST TO SILL,TOP PLATE OR GIRDER(TOE-NAILED)FIG.14 4-8d 4-10d PER J015T cr w BLOCKING TO J015T(TOE-NAILED) 2-8d 2-10d EACH END SILL PLATE a w W —4 BLOCKING TO SILL OR TOP PLATE(TOE-NAILED) 3-1 bd 4-1bd EACH BLOCK N LEDGER STRIP TO BEAM OR GIRDER(FACE-NAILED) 3-16d 4-1bd EACH JOIST Q Lo JOIST ON LEDGER TO BEAM(TOE-NAILED) 3-8d 3-10d PER JOIST 0 O i BAND J015T TO J015T(END-NAILED) 3-16d 4-1bd PER JOIST BAND JOIST TO SILL OR TOP PLATE(TOE-NAILED) 2-16d 3-1 bd PER FOOT z w p ROOF SHEATHING z m� ¢ moo WOOD STRUCTURAL PANELS a11 f�m RAFTERS OR TRUSSES SPACED UP TO 16"O.G. 8d 10d b"EDGE/b"FIELD z o RAFTERS OR TRUSSES SPACED OVER 16"O.G. 8d 10d 4"EDGE/4"FIELD REQUIREMENTS AT EACH END OF HEADER w u m HEADER SPAN(FT.) MINIMUM i GABLE ENDYVALL RAKE OR RAKE TRU55YV/O GABLE OVERHAN 8d 10d b"EDGE/6"FIELD HEADER SIZE NUMBER OF FULL- UPLIFT(LB.) LATERAL(LB.) o Z HEIGHT STUDS s GABLE ENDWALL RAKE OR RAKE TRU55"STRUCTURAL 8d 10d b"EDGE/6"FIELD w OUTLOOKERS HEADER5 IN LOADBEARING WALLS w m GABLE ENDYVALL RAKE OR RAKE TRU55"LOOKOUT BLOCKS 8d 10d 4"EDGE/4"FIELD 2 2-2 X 4 1 2-11 132 ¢ CEILING SHEATHING Z Q 3 2 -2 x 4 2 416 198 GYPSUM YVALLBOARD 5d COOLERS T'EDGE/10"FIELD o~c Q08 4 2-2x4 2 554 264 O J` m NALL SHEATHING 0 O In N 3 W 5 2-2 x 4 3 693 330 Z Lij Z WOOD STRUCTURAL PANELS L W 6 2-2x6 3 831 396 0 H J STUDS SPACED UP TO 24"O.G. 8d 10d b"EDGE/12"FIELD = 7 2-2 x 8 3 970 462 V m H 1/2"AND 25/32"FIBERBOARD PANELS 8d 3"EDGE/6"FIELD :3 _ 8 2-2x12 3 1,105 528 ; Q v H 1/2"GYPSUM Y4ALLBOARD5 5d COOLERS T'EDGE/10"FIELD z FLOOR SHEATHING 9 3-2 x 10 3 1,241 594 W Z WOOD STRUCTURAL PANELS 10 3-2 x 12 4 1,385 660 0 11 4-2 x 10 4 1,524 '726 DATE: 1"OR LE55 8d 10d b"EDGE/12"FIELD °� 5/12/14 THIS HEADER CHART 15 FOR WIND LOADING ONLY-GRAVITY d GREATER THAN 1" 10d 1 bd b"EDGE/b"FIELD W FGM GUIDE - TABLE 9 LOADS COULD POSSIBLY REQUIRE GREATER HEADER SIZE O W Q DRAWN BY JJM 3 SHEET# TAB]L]E 2 - GENERAL TAB L]E 9 - ]LOAD w NAILING SCHEDULE (D-BiARING CHARTN H lle02 z Vz„ OPTIONAL T • •- I -- ;- - - 11 - - -IT - - - ?I OP.OWS OF Bd NAILS(D 4" U • SINGLE SILL �/21I TWO ROW5 OF 8d NAIL5 @ 4' a W DOUBLE 5ILL O.C. STAGGERED IN DOUBLE 5ILL c.srAGGEREDALONG ut PLATE PLATE 4' i EDGE OF PANEL Q PLATE 1 IN EACH MEMBER ` Z I/r' OPTIONAL Q O / yr SINGLu LE SILL 0 ROWS OF 8d NAIL5 II-1 C — -- -- -- - - -- - -- - --`- -- - - - PLATE DOUBLE SILL 4'O.C.5TAGGEREOIN u C — -•--VI-•--------- �------•---T.j-- -�.-I----•------ (---- ---�.� — I� I� PLATE OUBLE51LLPLATEIIN m I--1 n TWO ROWS OF 8d NAILS 4" EACH MEMBER pC O n O.C.STAGGERED ROW5IIZ' APART ~ " " o Q o `H J Lu 111 Z i W< IL Z Ix 41_0' o tl FULL NAILS 0 4"O.C.ALONG Q H I ,< Q �- � d O HEIGHT EDGE OF PANEL STAGGERED z � = In d PANEL AILS AT PANEL EDGES Q O N W Z Z z O 3 '; WIDTH u m < � 3 � x f w 0. oo w =I L = _ =11= _ = 1J = _ = L = _ =1'= _ = 1.1=_ LL W m Ww LW .� JOIST/RIM r r (V N T Z I I I I I I I I•I I•I I . f I Lo II II Lu FULL QH NAILS 012"O.C.IN FIELD = HEIGHT w IF PANEL IN I5T FLOOR TOP H PANEL N LATE&2ND FLOOR 50LE 3 WIDTH ATE w c 1 z � n z mn z _ Ofm I V p < ' f K II I I II I I I I - Z LLO m I I _ Z I II II II Ewa ' �d O 0 a' -------- L------- -11----—-- ��---------- L-------- - = m it m o u,I a m II I II S� t� o O u ru z O � m Z 111 < 6 U \ 2 0 Z W U J015T/RIM PT SILL PLATE < $< i $ N ISz O uJ O << .• �-. . 4 5/8"ANCHOR BOLTS with 3"x Y x ` y .229"GALV.STEEL PLATE WASHER (MIN.SIZE)®(SEE FOUNDATION FULL HEIGHT Z z In a ° PLAN) ' ii PANEL '' ~ Q W 4 .. '4 _ WIDTH L i '' ~ 4. W O 3 LY -� z z OPTIONAL il Q W 1/2 --- -------J1-------11-------11-- -- •51NGLE5ILL TWO ROW5OFSdNAIL594" DOUBLE 5ILL PLATE JOIST/RM PT SILL PLATE J V L PLATE O.C.STAGGERED IN DOUBLE SILL - m PLATE 1 IN EACH MEMBER -- -- - -- - - - --� - - Q O ONE-STORYWSP DETAIL FOR •`� . `. z'a ° a„S:: 5/8"ANCHOR DOLTS with 3"x 3"z Q /1/� M + < e-: 229"GALV.STEEL PLATE WASHER - coW W COM5INED UPLIFT&5HEAR _ " MIN.SZE)®(SEE FOUNDATION > ■ ° ':' PLAN) mO W O a W DATE: 5/12/14 _ OPTIONAL 1 SINGLE SILL �1 r' TWO ROWS OF 811 NAILS 0 4"O.C. O Q DRAWN BY DOUBLE SILL STAGGERED IN DOUBLE SILL PLATE cc JJM PLATE PLATE 1 IN EACH MEMBER < l7 TWO-STORY W5P DETAIL FOR z COMBINED UPLIFT&SHEAR Q SHEET# cc 7 0 WSP NAMING D ET. - WSP NAMING D ET.NOT TO SCALE NOT TO SCALE 11* 03 uJ - W x 9'•@' 37'-2" 1 4• 1 0' 16-6' 8'•@' 5 6-2" 1 4' 10 H 4'-4" 4'2" 4'-2" 4' 3'-G7/8" 3'-51/8' 3'-51/8" 3'•G7/8" 95' Q (IIL^^ J V Q z1'a' � W Z SHEATHING � � w �l �� 1QUIB 21' 811 x 10';D" PECK(PT CO Hry N oc O �� T �� T�� DINETTE b z v) AO Lu 1� l� b b 3 (HRDWD) w Z w W O A a r n z (n C � H I IS 3,. 1 2-2 J46`"i11412 2 1.1 > II > ` i GA9 FIREPVLE z ' \ HALL NI 0 (HRDWD) Q z 2 N:F 5LAN N O n MASTER BEDROOM GREAT ROOM cR Lu \ CR d e v w Lu -� Q N `n 5'-0 3/4" 4'-51/4" — — — — — — — — — — — in VAULTED CEILING 33 3 3D24A L0 slope ceiling = N / - ove headu F— f In LADDER FRAMING— KITCHEN � � I g97C7 " 11 12" ?/ I HRDWD BATH #2 I z a f26'oB CARPET FLOORING LINE CARPET FLOORING LINE ( ) (TILE) iv _ Q m N T WOOD FLOORING LIVE WOOD FLOORING UNc Zi I JACUZZI-CAPELLA a > OSm in WAKEi it15 U, +�. Q � f d'' �' SLOPED CEILING LINEMASTER / FIATCEIUNGLINE r( WTILE ' ' ° 2" u0(2)STUDS(1)JACK LIJ P1100M I I ® uJ m WC�l .I.C./LAUNDRY �(TILE) I �` FOYER DORtAER ABOVE Q oc I � Z � HRWD JL — J cc 0 7 8-2„ DINING ROOM I I o O 3 w (HRDWD) I I Z 2065 2665 p � W N BEDROOM#2 cuxsE* CROWN&NECK I I p LLJ6i Ili Z 10 ,� urgx MOULDING-CHAIR RAIL 2 CAR GARAGE N = iv 6-212" 3'-4" 3'-212" 51/4"x51/4" -2-LITE &DELITE5 2 Rp v C 3 MRSACOLUMN AM COLUM _ CN 6. POST COVERED PORCH z LO BEDROOM#3/5TUDY J (cRPr) I I ca w 0 _ —� I--- DATE: en 2 z (1 N s I a 5/12/14 o Q DRAWN BY cr CROWN&NECK MOULDING Q JJM 7 2 3 SHEET# 7'-6' 6-4" 6-4" 2'-10' 3'-112" 6-8" 6-412 6 12' 6 O oc w tn 1 w 1 12' 3'-012" 2W _ H120 00 7C-&' i