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HomeMy WebLinkAbout0258 POPONESSETT ROAD ®s� e,S 1 i i j }. t Town of Barnstable Building Department - 200 Main Street , * * STABIE• * Hyannis, MA 02601 9 MASS oa. (508) 862-4038 R Certificate of Occupancy Application Number:- 200900249 CO Number: 20100050 Parcel ID: 019064 a CO Issue Date: 04116110 - Location: ° 258 POPONESSETT ROAD Zoning Classification: RESIDENCE F DISTRICT Proposed Use: SINGLE FAMILY HOME Village: COTUIT Gen Contractor:. "PROPERTY OWNER Permit Type: RCOO _ CERTIFICATE OF OCCUPANCY RES Comments: ,. M Building Department Signature Date Signed .�IKEpI,o, TOWN OF 'BARNSTABLE 90ildin Appliation Ref: .200900249 g BARNSTABLE, I Issue Date: 02/26/09 Permit. , M1 9 MASS 1639- Applicant: NYSTROM,CHRISTIE Permit Number: B 20090259 ArF p .t s Proposed Use: SINGLE FAMILY HOME Expiration Date: 08/26/09 Location 258 POPONESSETT ROAD Zoning District RF Permit Type: REBUILD HOUSE AFTER TEARDOWN Map Parcel 019064 Permit Fee$ 612.00 Contractor PROPERTY OWNER Village COTUIT App Fee$ 100.00 License Num Est Construction Cost$ 120,000 Remarks APPROVED PLANS MUST BE RETAINED ON JOB AND REBUILD A 2 BEDROOM SINGLE FAMILY HOME. THIS CARD MUST BE KEPT POSTED UNTIL FINAL,. INSPECTION HAS BEEN MADE. WHERE A CERTIFICATE OF OCCUPANCY IS REQUIRED,SUCH Owner on Record: NYSTROM,CHRISTIEr a BUILDING SHALL NOT BE OCCUPIED UNTIL A FINAL Address: 418 5TH AVE N INSPECTION HAS BEEN MADE. LAKE WORTH, FL 33460 Application Entered by: RM Building Permit Issued By: ✓�c�' THIS PERMIT CONVEYS NO RIGHT TO OCCUPY ANY STREET;ALLY.OR SIDEWALK`OR ANY PART'THEREOF,EITHERTEMPORARILY OR,PERMAN ENT LY. ENCROACHEMENTS.ON PUBLIC PROPERTY;NOT SPECIFICALLY PERMITTED'UNDER THE BUILDING.CODE,MUST BE APPROVED BYTHE JURISDICTION. STREET ORALLY GRADES AS WELL AS,DEPTH AND LOCATION OF PUBLIC.SEWERS MAY BE.OBTAINED FROM TH EDEPARTMENTOF PUBLIC WORKS. THE ISSUANCE.OF THIS PERMIT DOES NOT RELEASE THE APPLICANT FROM`THE CONDITIONS OF ANY APPLICABL :SUBDIVISION=RESTRICTIONS MINIMUM OF FOUR CALL INSPECTIONS.REQUIRED FOR ALL CONTSTRUCTION WORK: 1.FOUNDATION OR FOOTINGS. 2.ALL FIREPLACES MUST BE INSPECTED AT THE THROAT LEVEL BEFORE FIRST FLUE LINING IS INSTALLED. 3. WIRING&PLUMBING INSPECTIONS TO BE COMPLETED PRIOR.TO FRAME INSPECTION. 4.PRIOR TO COVERING STRUCTURAL MEMBERS(READY TO LATH). 5.INSULATION. 6. 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.142A). BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPRO AL'S 1 �' od�' 1-Q `��� LI JAon��. 1IfiRT,4i ✓Ano �S 05 /3ADz ! /gvcrl S a�R�.P ►—,o� � T cS��Icx oe%Fr ,J row J 5c R 2 flk z 69q9j6c 2 v�w2 �� > 2�07�.�C. fb 0 110 1 O?teat 3 Y� �� f 1 Heating Inspection Approvals Engineering Dept Fir Dept 2 1 J�Board of Health �15�� -� y�i��� Adft-'�r TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map Parcel. p ication # � � f Health Division Date Issued off' ale!- Conservation Division Application Fee 1,2 r Planning Dept. Permit Fee lL -7 ` Date Definitive Plan Approved by Planning Board Historic - OKH Preservation[Hyannis Project Street AddressSirG Village Owner Address / Q, Telephone •Permit Request t' - Square feet: 1 st floor: existing proposed 2nd floor: existing 0 proposed d Total new Zoning District Flood Plain Groundwater Overlay �CP_roject Valuation a( O#O Construction Type wo'oD Lot`Size�1 Grandfathered: ❑Yes ❑ No If yes, attach supporting- PP 9 documentation. Dwelling Type: Single Family .� Two Family ❑ Multi-Family(# units) Age of Existing Structure JO Aa C)Aistoric House: ❑Yes & o On Old King's Highway: ❑Yes ❑ No Basement Type: ❑ Full ❑ Crawl ❑Walkout 0 Other Basement Finished Area(sq.ft.) Basement Unfinished Area (sq.ft) Number of Baths: Full: existing new Half: existing new Number of Bedrooms: a-_ existing Anew (VM- Total Room Count (not including baths): existing new First Floor Room Count -Heat Type and Fuel: LlIo/Gas I ❑Oil ❑ Electric ❑ Other Central Air: ❑Yes 0 No Fireplaces: Existing /_New Existing wood/cdal stoves❑Yes Colo Detached garage: ❑existing ❑ new size_Pool: ❑ existing ❑ new size Barn: ❑exi tingewp`ysize_ ttached garage: ❑existing ❑ new size _Shed: Zfexisting ❑ new size _ Other: aW Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ 'Commercial ❑Yes dNo If yes, site plan review# e- Q Current Use Proposed Use APPLICANT INFORMATION (BUILDER OR HOMEOWNER) Name d. 021aftAl 71 1- Telephone Number 7g/- 22 7-Ed- 7 Address j/- License# A/4,to 7L 44— Home Improvement Contractor# ' 0a 3.3 Worker's Compensation # ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO SIGNATURE iDATE / 40 Y r FOR OFFICIAL USE ONLY LICATION# i E ISSUED MAP/PARCEL NO. k — Y .G . -ADDRESS VILLAGE`r OWNER ► k DATE OF INSPECTION: �� ao•y��.r, FOUNDATION Ok ay RX b em0mBfa ak FRAME Alk t INSULATION J 9,td? rr��s /III OK 30/co y FIREPLACE ' c ELECTRICAL: ROUGH - FINAL , PLUMBING: ROUGH GAS: ROUGH FINAL - FINAL BUILDING `I fo-4® Pf DATE CLOSED OUT 3 ASSOCIATION PLAN NO. i THE FOLLOWING IS/ARE THE BEST IMAGES FROM POOR QUALITY ORIGINALS) I A , m / �C(�J- LI DATA ate_ ilyc' F,� SS � aK ✓7.' �.a' .+ns-N ti;.a r,F:. .:. � �.. ... , si..rr¢_. :;M+... y"< .n,��p I•:: t�6.: ram �. "dP.��i� ,;.. ,;. ��..t�-,d�r�. =;*. -`„ 5, P.E. iZOBERT M. DESROSIER 0 Engineering& Design Co., Inc. Consulting Engineer 508-946-5561 a5t Frove Street I'ost Office Pox 649 Fax 508-946-1655 )Middleborough, MA 02546 .1 October 30,2008 Project No. 2008-295 Mark&Diane Bradford 258 Poponessett Road Cotuit,MA 02635 Re: Design Review of Primary Framing Elements for Proposed Structure Located at 258 Poponesett Road, Cotuit,MA Mr. &Mrs. Bradford: You asked me to design a steel beam to support a portion of the tributary load of the first floor of the referenced structure.The structure is a 24' by 48' one-story Ranch-Style structure with a garage under. With the exception of the steel beam,the structure will be conventionally framed with mix of engineered lumber and ordinary dimensional lumber products. You have provided me with a sketch plan of the project.. The proposed beam is located at the center line of the first floor framing level of the structure. The beam supports a tributary load from the first floor of the structure. The maximum beam span is 24' feet from the foundation wall to the center supporting column than continues for 24, feet to the foundation wall at the other end. The appropriate beam is a W1205 manufactured from ASTM A992 structural steel (grade 50). The beam must be rigidly attached to the wood floor framing above. This can be accomplished by attaching a continuous 2x8 wood nailer to the top flange of the beam with '/2"bolts at 24" on center, staggered side to side, and toe-nailing the floor joists to the nailer. The beam should be supported at each end by the foundation.walls as well as at mid span by a TS3.'/Z"x 3 '/2"x 1/4" steel tube column with '/2"thick steel ca and base plates. The beam to column connection should be bolted,or field welded.' he column should bear directly upon the concrete foundation wall at eac e an intermediately upon a 3'-6"x 3'-6"x 12" footing reinforced with(4) #5 bars at the bottom of the footing and oriented each way. If installed as specified herein, and according to good construction practice,this beam will meet the structural requirements of the Massachusetts State Building Code,7th edition. If you have any questions regarding this report, or if you,require additional information, please do not hesitate to call. Very Truly Yours, '`IN of 41A,p �P a � _ Michael R. Shaheen p aor m . 770 AUrTUR,AL 9E � `Engineering& ROBERT M. DE5R051ER5, P.E. esign Ca, inc. Consulting Engineer 508-946-3561 ect . Foot office Box 649 Fax 508-946-1653 �Aeborough, MA 02546 `f October 29, 2008 Project No. 2008-295 f Mark&Diane Bradford 258 Poponessett Road Cotuit,MA 02635 Re: Design Review of the e Elements of the Building Envelope for the Proposed Structure Located at 258 Poponesett Road, Cotuit,MA Mr. &Mrs. Bradford: j You asked me to review the elements of the building envelope required to complete the construction of the referenced structure with respect to their conformance with the 7ffi i Edition Building Code. You have provided me with sketch plans for the project. The proposed structure is a one-story Ranch-style with a farmer's porch and a three season room located off the rear of the structure. The proposed structures will be conventionally framed with a mix of engineered lumber, ordinary dimensional 2x lumber and the use of a steel support beam. The structures will be constructed on a new poured in place concrete foundation that shall be reinforced with(2) #4 continuous bars at the top of the foundation wall. The proposed structure is laid out in a conventional, plan that provides appropriate exterior wall area for sheathing components along with the use of manufactured connectors where required to resist lateral loads. The basic snow load for design purposes is 25 pounds per square foot. The design wind speed is 110 miles per hour and the structure is located within Exposure Zone C.The Revised Building Code requires the application of larger lateral loads due to increase wind speed values and greater consideration of the connection between the wood superstructure and the foundation of permanent structures. There are two means of assessing the lateral load impacts on the structure as described in the Code. The first is prescriptive in that it assumes the conventional materials and methods of construction are not adequate to accommodate the horizontal and uplifting loads and prescribes.manufactured connectors to exclusively deal with those loads throughout the structure. The other method, employed here, is to conduct an engineering review establishing the loads and the ability of the component elements of the structure to accommodate them. Utilizing this method allows some of the extraordinary_loads to be accommodated by conventional construction and specifies the design and location of manufactured connectors where required. r _ The compliance checklist is to be used for the prescriptive design method for high wind construction and applies to structures located with in exposure B. When a structure is located in exposure zone C, the checklist is used as reference guide to help determine the areas of a structure that need further structural evaluation to meet the requirement in exposure zone C. The fastening of a structures sill plate to the foundation is a critical element of the overall design for high wind construction. The dimensions and location of a structure determines the appropriate spacing, length and diameter of the anchor bolts for the fastening of the sill plate to the foundation. The appropriate sized anchor bolts to be used in high wind regions shall be 5/8" diameter by 12" long galvanized steel anchor bolts,the washers shall be 3x3"plate washers to fasten the double(2) 2x6 pressure treated sill to the top of the foundation wall. To adequately secure the structures double (2)2x6 pressure treated sill to its foundation, I recommend that the anchor bolts be placed at a maximum spacing of 36" on center but no more than 12"from any outside corner. The corners of the structure typically experience higher lateral and uplifting forces during the occurrences of elevated wind speeds. To help deal with the forces generated in the corners of the structure, I recommend that you install one (1) Simpson HDU5 hold down where specified on the plans, or at the outside corners of the structure. The hold down assemblies shall be attached to the triple corner studs and be connected to the foundation through the platform frame of the structure. The hold downs must extend continuously, from the foundation connection to the top plate of the wall assembly in the corners of the structure. To create this continuous connection you must nail a full height stud with two '16d common nails spaced 10"on center to the opposite side of the triple corner studs which the hold downs are applied to. Due to the location of this particular structure it requires the use of 2x6 stud wall assemblies for the exterior walls. The use of larger wall studs for exterior walls help create a wall assembly that can resist higher lateral and up lifting forces as well as reduces the required amount of manufactured connectors needed to help resist the forces. When eliminating any exterior wall studs for creating windows or door openings which are located less than 3 feet from any outside corner of the structure or if you are creating an opening larger than 5 feet wide, I recommend the use of manufactured connectors. The elimination of these framing members to create an opening for a window or door reduces the required amount of framing members and sheathing needed to transfer the lateral and uplifting forces. To help evenly distribute these forces, my recommendation is that-you install (2) Simpson H4 hurricane clips at the top and bottom of the last full height studs, this connector shall be applied to the studs one on the inside and one on exterior side both at the top and bottom of the last full-height studs (king studs) located next to any of these particular wall openings. This connector shall connect the full height studs that are located next to the wall opening, to top and bottom plates of the wall assembly to help resist the lateral and up lifting forces in this area. i f / The'large window openings in the three season room reduces the required amount of sheathing to resist the lateral and uplifting forces generated during elevated wind speeds. To deal with these forces, I recommend the use of(2) Simpson RSP4 per stud one on the bottom of the studs as well as one on the top of the studs. This connection helps to connect the studs to the top and bottom plates, and sill, of the garage door wall where there is not enough plywood to help resist the lateral and up lifting forces. To help deal with the lateral forces at the larger windows and doors such as the triple windows in the front bump out and the windows in four season porch, I recommend that you use (2)jack studs and(3)king studs for these openings, as well as any other opening in the exterior walls of the structure that are larger than 5 feet wide or located less than 3 feet from any corner of the.structure. This is a critical element to help resist the lateral forces which are generated by the elimination any exterior wall studs for creating windows or door openings. The remainder of the smaller window and door openings which are not located with in 3 feet from the corner of the structure shall be framed with (2)jack studs and (2)king studs for all openings. Where window and door headers rest on the jack studs I recommend that you connect the header to the jack studs using(1) Simpson LSTA per jack stud. The installation of this strap connector will help to create a continuous load path and help deal with the lateral and uplifting forces created by the elimination of faming members to create wall openings. . The double top plate splice is an important element of the design of any wall. The lap splicing of the wall plates, when constructed properly will help to resist and transfer the lateral forces on the structure. For this particular structures size and location the double top plates of all walls shall be lap-spliced with end joints a minimum of 6 feet apart and contain(16) 16d common nails per each side of the top plate-splice. The top plates shall overlap at corners of the structure and all intersections of interior or exterior load bearing walls. This will help to evenly distribute the lateral forces generated by the wind on the wall diaphragm. To help transfer the forces into the floor, ceiling or roof framing,the use of solid blocking in the floor, ceiling and roof framing is required. Blocking and connections shall be provided at panel edges perpendicular to floor and roof framing members in the first two bays of the floor and ceiling joists and rafters. The blocking shall.be spaced at a maximum of 4 feet on center. This blocking helps to transfer the lateral loads into the floor and roof systems and distribute them evenly into the assemblies. The wall studs that are used for the gable end walls shall be full'height 2 x 6 studs that extend from the bottom plate to the top of the gable end wall continuously. All bottom plates of the wall assemblies shall be attached to the floor framing members using 16d common nails spaced and staggered 4"on center. The roof assembly itself shall consists of 2x10 rafters spaced 46" O.C. with 5/8" CDX sheathing, and the roof shingle system applied to the sheathing must meet the wind velocity specification for the 110 mph zone. The roof rafter system of the structures sits upon the top plates of the walls below. The°rafters must be connected to the wall below to help resist the uplifting and lateral / forces on the roof system. The most efficient way to help resist the uplift on the roof system is to connect the rafters to top plate,nand wall studs. For the connection of the rafters to the wall framing members I recommend that you install (1) MTS30 or(2) H2.5T connected to each rafter and attached to the top plates of the walls below. The rafters may be toe-nailed into the ridge beam,but additional fastening is required at the ridge. You may either fasten the opposing rafters together by applying a Simpson LSTA strap over the plywood and across the top of the ridge beam and sub-ridge. Another option is installing a 2x6 ridge tie across the rafters immediately below the ridge and fastening them to the rafters with a minimum of eight(8) 1Od common nails. If you decide to use a pre-manufactured truss roof system,the truss system should be pre- engineered by the truss manufacturer to resist the uplift and lateral forces generated on the roof assembly during high winds. The pre-engineered roof truss system of the structure will sit upon the top plates of the structures existing exterior walls. For the proper installation of the pre-engineered roof trusses and gable end wall trusses, I recommend that you follow all specifications provided by the truss manufacturer for the proper installation of the truss tie-down connectors and blocking required for meeting the wind velocity specification for the 110 mph zone. If the truss manufacture has not specified truss tie-down connectors to connect the trusses to the top plates of the walls, I recommend that you install (1) Simpson H10 series hurricane anchor to each truss, secured to the top plates of the wall below. The sheathing of a structure is a critical element in creating an.enhanced wall system that resists the forces on the wall. For the sheathing of the walls.I recommend that you utilize 1/2" CDX plywood sheathing for the exterior walls typically. The plywood should be applied horizontally with vertical joints offset and minimum of 32"between lifts. Horizontal 2x blocking for nailing the plywood edges should be provided within 48" of outside corners. The plywood should be fastened to the sills, rim joist and the wall studs with 8d nails spaced and staggered at no more than 4" apart around the edges and no more than 12" apart in the field of the sheet. If the plywood is applied vertically it must span from the sills to the top.plates of the walls as one sheet. 'The plywood should be fastened to the sills, rim joist and the wall studs with 8d nails spaced and staggered at no more than 4"apart around the edges and no more than 12" apart,in the field of the sheet. The construction of the covered porch, and deck is of similar construction and design to the main structure. The covered porch, and deck are open-sided wood structures.that are attached to, and supported by the house along one side. The covered porch and deck shall be supported at the outer edge by structural wood columns which are supported on a 10"thick frost walls that is supported on a continuous concrete footing. If you decide to use piers to support the deck or covered porch,the pier footings should consist of`Bigfoot"bell footings or spread footings cast at or below frost depth that support 10"or 12" diameter"Sonotube"piers. The pressure treated posts of the covered porch and deck shall be a minimum of 6x6 pressure treated posts. The posts shall be connected to the frost walls or piers in all locations and be connected to the beams through the use of manufactured connectors. The connection between 6x6 wood columns and the frost wall or piers is a critical component of the overall design to resist the lateral and uplifting forces on the structures. v ' For the connection of the posts to the frost wall and or piers where the superstructure is open-and lightly framed I recommend(1) Simpson ABU66 per post, secured to the posts and anchored to the top of the piers or frost wall following all manufactures connection specifications. The framing connection between the posts and the beam assemblies shall be reinforced with Simpson BCS Series column caps one per post to beam connection. The joists shall be attached to the framing members of the main structure with joist hangers and a ledger board. The ledger board shall be attached to the framing members of the main structure using a minimum of(2) lag bolts or ledger-lag screws and washers(2) fasteners every 16"on center secured into solid framing members of the main structure. The deck joists shall be attached to the ledger board using the appropriate sized joist hangers and following all manufactures specifications for nailing requirements. -If the joists rest on the beam, the beam to joist connection should be reinforced with(1) Simpson H1Z per joist connecting the joists to the beam. Where the covered porch rafter sit on the beam the connection between the beam and rafters shall be reinforced with Simpson H2.5T rafter clips. The balance of the porch and deck framing can be of ordinary materials and methods. The sizes given for all nails are common wire sizes. Box and pneumatic low carbon.nails of equivalent diameter and equal or greater length to the specified common nails may be substituted if they meet the size requirements. All mechanical connectors shall be installed following all manufactures specifications for proper installation and nailing requirements. The balance of the proposed framing scheme is consistent with the requirements of the Building Code, and if constructed as specified herein, consistent with the plans, and according to good construction practice,this residential building envelope, will meet the structural requirements of the Massachusetts State Building Code, Seventh Edition. If you have any questions regarding this report, or if you require additional information, please do not hesitate to call. Very Truly Yours, Michael R. Shaheen OF%blq o BER M. R m o. 6770 riturrilB6:l p`oFTHE Tpk� _ _ Town of Barnstable Regulatory Services BARNSTABLE. 9 MASS. M a.g °b Building Division pTFD MA'S 200 Main Street, Hyannis, MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Inspection Correction Notice Type of Inspection YP - Location O �171Jc77t�'S5�7T � Permit Nu g er Z n( ?iG027- GT Owner Builder One notice to remain on job site, one notice on file in Building Department. J g p T following items need correcting: ok --FIR _ Stogy/'/A) l�&JOC !`fie 0-14K-S6 Ole— c.O d K( NCs S 00 .44 PKQ s J90-1Vq l Please call: 508-862-4,ft-for re-inspection. Inspected byC Date l( /01 The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations ' 600 Washington Street Boston, MA 02111 www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Le ibl Name(Business/Organization/Individual): k/ CAddres�s' City/S-tate/Zip:_ �� r, A-d�33� Phone.#: /YJ-acl IL/'7 24 7 —Are you an employer? Check the appropriate box: Type of project(required): 1.❑ I am a employer with 4.141 am a general contractor and I employees(full and/or part-time).* have hired the sub,contractors 6:': New construction .2.❑ I am a sole proprietor or partner-' listed on the attached sheet. T. ❑Remodeling ship and have no employees These sub-contractors have g. Demolition working for me in any capacity. employees and have workers' 9. ❑Building addition [No workers'comp.insurance comp.insurance.# 10. -Electrical repairs or additions required.] - 5. ❑ We are a corporation and its ❑ P 3.❑ 1 am a homeowner doing all work officers have exercised their 11.❑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 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. xContractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: Policy#or Self-ins. Lic.M Expiration Date: Job Site Address: City/State/Zip: Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine tip to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify pnder the pgi and pena 'es o erjury that the information provided above is true and correct. Si Date:`-_ - cp Phone#: ��I— IN H --7 9 6 7 — 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 Air 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 emplgyer is defined as"an individual,partnership,association,corporation or other legal entity,or any two or more of the foregoing engaged in a joint enterprise,and including the legal representatives of a deceased employer,or the receiver or trustee of an individual,partnership,association or other legal entity,employing employees.However the owner of a dwelling house having not more than three apartments and who resides therein,or the occupant of the dwelling house of another who employs persons to do maintenance,construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer." MGL chapter 152, §25C(6)also states that"every state or local licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any applicant who has not produced acceptable evidence of compliance with the insurance coverage required." Additionally,MGL chapter 152, §25C(7)states"Neither the commonwealth nor any of its political subdivisions shall . enter into any contract for the performance of public work until acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority." Applicants Please fill out the workers' compensation affidavit completely,by checking the boxes that apply to your situation and, if necessary,supply sub-contractor(s)name(s),address(es)and phone number(s) along with their certificate(s)of insurance. Limited Liability Companies.(LLC)or Limited Liability Partnerships(LLP)with no employees other than the members or partners, are not required to carry workers'compensation insurance. If an LLC or LLP does have employees,a policy is required. Be advised that this affidavit may be submitted to the Department of Industrial Accidents for confirmation of insurance coverage. Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested,not the Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy,please call the Department at the number listed below. Self-insured companies should enter their self-insurance license number on the appropriate line. City or Town Officials .Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant. Please be sure to fill in the permit(license number which will be used as a reference number. In addition,an applicant that must submit multiple permit(license applications in any given year,need only submit one affidavit indicating current policy information(if necessary)and under"Job Site Address"the applicant should write"all locations in__(city or town)."..A copy of the affidavit that has been officially stamped or marked by the city or town may be provided to the applicant as proof that a valid affidavit is on file for future permits or licenses. A new affidavit must be filled out each year.Where a home owner or citizen is obtaining a license or permit not related to any business or commercial venture (i.e. a dog license or permit to bum leaves etc.)said person is NOT required to complete this affidavit. The Office of Investigations would like to thank you in advance for your cooperation and should you have any questions, please do not hesitate to give us a call. The Department's address,telephone-and fax number: rThe Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 600 Washington Street Boston,MA 02111 Tel. #617--727-4900 ext 406 or 1-877-MASSAFE Fax# 617-727-7749 Revised 11-22-06 www.mass.gov/dia I L FrhF (IT ��T e Pis * r rt '* *' Water Pepa rtntextt • COTUIT * FIRE DISTRICT 900 1926 � 4300 FALMOUTH ROAD, P,O. BOX 451 A nJULIO COTUIT, MASS. 02635 PHONE 508-428-2687 FAX 508-428-7517 October 23, 2008 Mr. and Mrs. Mark Bradford 131 Hayward Street Halifax, MA 02338 RE: 258 Popponesset Road Dear Mr. and Mrs. Bradford, On this date,we turned off and removed your water meter. Most water meters are located in the basement of the home. But, 40 years ago, some meters were installed in pits in the ground. Your meter is located in a pit near the property line. It has been flagged by our department. Meter pits are antiquated. Leaks beyond these pits can go undetected for months and become very expensive for the homeowner. We strongly recommend that you replace your water service so that your meter will be located in your new basement. Please provide us with the contact person who will be overseeing your renovation to discuss this. Sincerely, Sheri Leavenworth Business Manager One NSTAR Way EL EC TR/C Westwood,Massachusetts 02090 GAS . October 30, 2008 Mark & Diane Bradford 131 Hayward Street Halifax, MA 02338 RE: 258 Poponesset Rd., Cotuit, MA Dear Mark & Diane Bradford: At NSTAR, we're committed to delivering great service. This letter serves as confirmation that, as of 10/30/08, the electric service to 258 Poponesset Rd., Cotuit, MA , has been removed. Based on this information, there is no electric power at this address and you may proceed with the demolition. If you have any questions, please contact me at (781) 441-3040. Sincerely, Marion Feeney New Customer Connects NOV-06-2008 12:06 NATIONAL GRID 508 394 5019 P.001/001 nationalg rid 127 Whites Path, South Yarmouth, MA 02664 November 6, 2008 FAX: 781-294-7967 RE: 258 Poponessett Rd., Cotuit This is to confirm that the natural gas line to the above address has been cut and capped as requested. This was done on November 5, 2008. If you have any questions please call me at 508-760-7481. Gf�t 000,0 Susan McMullin Field Coordinator nationalgrid TOTAL P.001 I Town of Barnstable „�. Regulatory Services BARNSr+BM : Thomas F.Geiler,Director - Mcss jL619. .•� $uilding.Division PrfD µA't A Tom PIrry,Building Commissioner 200 Main.Street, Hyannis,MA.02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 HWIEOWNER LICENSE EXEMPTION Please Print JOB-LOCATION:;""O'Jr _?(j�/JnGSS�e number street village "HOlyIFAwNER : �ianr /�[�frrG� 7��'a4�-"7CG'� -J/-d9'�1�73 ,s/- name home phone# work phone# CURRENT MAILING:4DDRESS-:-- ,/,-j.,/ /"�(� /tY—u �� 1 e� 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 as individual for hire who does not possess a license,provided that the owner acts as supervisor. DEFINTITON 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 building 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-be/she understands the Town of Barnstable Building Department minimum inspection procedures and requirements.and that he/she 'll comply with said procedures and requirements. � U Signare of Homeowner'�`;, �� +-„ Approval of Building Offic' 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 EXEMPTION . 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,particularly . when the homeowner hires unlicensed persons. In this case,our Board cannot proceed against the unlicensed person as it would with a licensed e Supervisor..The homeowner acting as Supervisor is ultimately responsible.' To ensure that the homeowner is fully aware of his/har 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 fomr/certifrcation for use in your community. Q:forrns;homeexempf Town of $arastable Regulatory Services . BARNUrABM MASS. Thomas F.Geiler,Director Building Division Tom Perry,Building Commissioner, 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 . Property Owner Must Complete and Sign This Section If Using ABuilder as Owner of.the subject property hereby authorize to act on my behalf, in all matters relative to work authorized by this building permit application for (Address.of Job) Signature of Owner Date Print Name If Property Owner is applying for permit please complete the Homeowners License Exemption.Form on the reverse side. Q:FORMS:O WNERPERMISSION ENERGY CONSERVATION APPLICATION FORM FOR ENERGY EFFICICIENCY FOR ONE- AND TWO-FAMILY DETACHED RESIDENTIAL CONSTRUCTION (780 CMR 61.00) Applicant Name: G - � Site Address: A %A df- �d print Town: Applicant Phone: 7f'/- o2gy 7 26, 7 Applicant Signature: Date of Application: /-Al- O cl NEW CONSTRUCTION: choose ONE of the following two options) 780 CMR TABLE 6107.1 PRESCRIPTIVE ENVELOPE COMPONENT CRITERIA FOR NEW ONE-AND TWO-FAMILY BUILDINGS MAXIMUM MINIMUM Ceiling or Slab Option l: Basement Fenestration exposed Wall Floor Wall Perimeter AFUE HSPF SEER U-factor floors R-Value R-Value R-Value R-Value R-Value and Depth National Appliance Energy .35 R-3 8 R-19 R-19 e R-10, Conservation Act(NAECA)of 4 ft. 1987 as amended,minimums or greater as applicable Note: This form is not required if you choose either of the two versions of REScheck as listed below. ❑ Option 2: 4 REScheck Version 4.1.2 or later variant software analysis must be completed (780 CMR 6107.3.2) REScheck-Web which can be accessed at http://www.energ codes.gov/rescheck/ ADDITIONS OR ALTERATI,ONS TO EXISTING BUILDINGS:OVER 5 YEARS OLD* *Buildings under 5 years old must use option#1 or#2 in New Construction section above. Complete the following formula to determine the % of glazing: (a) Gross Wall & Ceiling Area equals Formula: (100 x b _ a) SF 100 x - _ % of glazing (b) Glazing area equals SF b a If glazing is:<40 use the chart below. If glazing is > 40.016 proceed to "SUNROOM" section 780 CMR TABLE 6101.3 PRESCRIPTIVE ENVELOPE COMPONENT CRITERIA ADDITIONS TO EXISTING LOW-RISE RESIDENTIAL BUILDINGS MAXIMUM MINIMUM ❑ Fenestration Ceiling and Wall Floor Basement Wall Slab Perimeter U-factor Exposed floors R-Value R-value R-Value R-Value R-Value and De th .39 R-37 a R-13 R-19 R-10 R-10, 4 feet a R-30 ceiling insulation may be used in place of R-37 if the insulation achieves the full R-value over the entire ceiling area(i.e, not compressed over exterior walls, and including any access openings). El glazing -An addition or alteration to an existing building/dwelling unit where the total' glazing area of said addition exceeds 40% of the combined gross wall and ceiling area of the addition. Note: Owner to fill out Consumer Information Form (found in.Appendix 120.P) r Window and Door Rough Openings A 30 1/2" x 57 1/2" B 42 1/2" x 42 1/2" C 30 1/2" x 48 1/2" D 89 1/2" x 57 1/2" E 69 1/2" x 57 1/2" 1 82 1/2" x 38 1/2" �aNN-rLS vS�D f NASSA -HUSETTS STATE EXCISE TAX E:ARNSTgELE COUNTY REGISTRY OF DEEDS Date 08-1--2008 a 12=21pm Ctlt. b7�� Doc4r: 4.3217 Fee: 1769.50 Coss: $225pO00.00 rli}vS N! COUNTY TY EXCISE SE TA ?4,'N T B E s::f�tLlyd1 I:E�l"1 ,Y bF DEEDS F C 1�y1 M O CO QUITCLAIM DEED M M o We, RICKY E.NYSTROM of Berkeley, California and CHRISTINE F. NYSTROM, a/k/a CHRISTIE F. NYSTROM, of Lake Worth, Florida x For consideration paid of TWO HUNDRED TWENTY-FIVE THOUSAND DOLLARS ($225,000) 44 Grant to MARK BRADFORD and DIANE BRADFORD, husband and wife, both of 258 Poponessett Road, Cotuit, Massachusetts 02635, as tenants by the entirety, a; WITH QUITCLAIM COVENANTS The land with the buildings thereon located at 258 Poponessett Road, (Cotuit) Barnstable, m Barnstable County, Massachusetts, more particularly described as oBeing Lot 176A on plan entitled "Resubdivision of Cotuit Highground, Cotuit, Mass," dated 3 March 20, 1950, made by Fred A.Joyce, C.E., recorded with the Barnstable County Registry of, Deeds, Plan Book 94, Page 47, bounded and described as follows: x M Southerly by Poponessett Road, eighty-eight (88) feet; Westerly by Lot 176C on said plan, two hundred thirty-four and 99/00 (234.99) feet; Northerly by Lot 162 on said plan, eighty-nine and 6/100'(89.06)feet; and w Easterly by Lot 176B on said plan, two hundred forty-eight and 67/100 (248.67) feet; containing 21,281 square feet: Subject to restrictions of record so far as the same may be in force and applicable.' w Subject also to such rights as were acquired by a deed made by Robert T. Fowler to the Cape & z41 Vineyard Electric Company and New England Telephone and Telegraph Company, dated ° a February 5, 1950, recorded with Barnstable County Registry of Deeds in Book 741,'Page 471. For our title see a deed dated October 6, 2004 and recorded at Barnstable County Registry of Deeds Book 19175 Page 223. 1 Executed ' _as a sealed instrument this_day of �/��.� �_y 2008. Rick E. Nystrom ristine F, ystrom aka Christie F. Nystrom STATE OF CALIFORNIA On this (( day of Z�� %Gt'S 2008,before 'me personally appeared RICKY E. NYSTROM,proved to me through satisfactory evidence of identification, which was a California Drivers' License, to be the person whose name is signed on the foregoing instrument, and acknowledged the same as his free act and deed. Lai-It . G NOTARY PUBLIC ,----R a IAN M. DUNCAN MY COMMISSION EXPIRES: Commission # 1716316 Notary Public-California tC'`ll / � • f z Alameda county = ! Comm. Jcn 13,2011 r STATE OF FLORIDA On this �` � ` dayof 2008, before me`personally appeared CMUSTINE F. NYSTROM AKA CHRISTIE F.NYSTROM proved to me through satisfactory evidence of identification, which was a Florida Drivers' License,to be the person whose name is signed on the foregoing instrument, and acknowledged he same as her free act and deed. LAURA L.WILIS NOTARY PUBLIC • 4. Nobw Pw*-State of Rorida MY COMMISSION EXPIRES, MY Con+ms9,ion tcxpirea Sep 9,19 Cww tesion#DO 432152 ,• ", Bonded By National Notary Assn. 2 0V nNSTABLE REGISTRY OF DEEDS t+i� 162 89.06 LOT 176 - A 176-C O' co M a N 176-8 N 258 88.00 POPONESSETT ROAD NOTE: STRUCTURES .ARE "GRANDFATHERED" WITH RESPECT TO SET BACKS AND LOT DIMENSIONS BUT MAY NOT MEET, CURRENT REQUIREMENTS. ` MORTGAGE LOAN INSPECTION ML13230 SAGAMORE SURVEY ASSOCIATES SCALE: 1 IN.= 60 FT. P.O. BOX 28 DATE: AUGUST 11 08 EPI.TH0,-4 SAGAMORE BEACH, MA. 02562 (508) 888 8667 i ��� 7%M 9`s I CERTIFY TO - N7,c m THAT THE LOCATION OF THE BUILDING SHOWN HEREON CONFORMS No 1AAtoy T07 THE ZONING OF THE TOWN OF BARNSTABLE 'O9 14 I CERTIFY THAT LOCUS DOES NOT LIE WITI�!N THE THE , HAZARD y�s�RVE`c��' ZONE AS DELINIATED ON MAP 0021 C , COMWUNITY NO. 250001 -PLAN REFERENCE: BARNSTABLE REGISTRY OF(DEEDS REGISTRY( OWNER: BOOK/PAGE: PLAN BOOK 94, PAGE 47 ¢ LOT NO.: 176-A PLAN BY: BUYER: DATED: THIS INSPECTION NOT MADE FROM AN INSTRUMENT SURVEY AND IS NOT TO BE US Ea* FOR FENCES, HEDGES OR TO ESTABLISH LOT LINES. FOR USE OF BANK ONLY. a ST n PS SP (,lJf ¢d+p UWnI�CS o �o &f l7?c— coiII TSpPG/TICS � �Cf NOTICE N NOTICE TO W >a TO A EMPLOYEES EMPLOYEES � V She The Commonwealth of Massachusetts` DEPARTMENT OF INDUSTRIAL ACCIDENTS 600 Washington Street, Boston, Massachusetts 02111 617-72.7-4900 b.ttp:H"ww.mass gov/dia As required by Massachusetts General Law, Chapter 152,Sections 21,22&30, this Nvill give,you notice that I(we) have provided for payment to our injured employees Linder the'above mentioned chapter by insuring.with: THE TRAVELERS INSURANCE COMPANIES: NAME OF INSU RANCE COMPANY ' P.O. BOX 1450 MIDDLEBORO, MA 02344-1450 ADDRESS OF INSURANCE COMPANY (7PJUB-OiGOM92-9-08) -0G-OG-08 TO OG-06-09 POLICY NUMBER EFFECTIVE DATES EAST BRIDGEWATER INS 7G N BEDFORD ST EAST BRIDGEWATER MA 02333 NAME OF INSURANCE AGENT ADDRESS PHONE# °= LAGERVAL, JOSH DBA 1 PELOQUIN LANE - LAGERVAL CONSTRUCTION E . BRIDGEWATER MA 02333 N— EMPLOYER ADDRESS . EMPLOYER'S WORKERS COMPENSATION OFFICER (1F A.NY), DATE MEDICAL TREATMENT The above named insurer is required in cases, of personal,injuries arising out of and in the course o.f employment to furnish adequate and reaso able"hospital and medical services in accordance ivith the provisions of. the Workers' Compensation Act. A copy of the First Report of Injury must be given to the injured employee. The employee may select his or.her own physician. The reasonable cost-of.the services provided by the treating physician will be paid by Ghe insurer, if the treatment is necessary and reasonably connected to the work related injury. In cases requiring hospital attention, employees are-hereby notified that.the insurer has arranged for such attention at the NAME OF HOSPITAL ADDRESS TO BE POSTED BY EMPLOYER 0022H .W20PIG02 - P . Boar o uil m e ulat�fons an �ti"r g g a, s_. .. One Ashburton Place - Room 1301_ Boston. Massachusetts 02108 Home Improvementontractor Registration �= Registration: 159941 T' x Type: DBA Expiration:- 6/11/2010 Tr# 269554 LAGERVAL CONSTRUCTION JOSHUA LAGERVAL 1 PELOQUIN LN. r EAST BRIDGEWATER MA 02333 y * r Update Address and returncard.Mark reason for chmi e. Top t r, soM.07i07-rc8490 "Address Renewal Bntployment Lost Card i . /tn �im2maantuere�l�a�t.`��axiar,/ui4o -\ Board of Building Regulations and Standards _ License,or registration valid for individul use only' ' HOME IMPROVEMENT CONTRACTOR before the expiration date. If found return to: Registration: 159941 Board of Building Regulations and Standards Expiration: 6/11/2010 Trti 269554 One Ashburton PlaceRm 1301 Boston,Nla,02.1,08 Type: DBA i LAGERVAL CONSTRUCTION JOSHUA LAGERVAL 1 PELOQUIN LN, EAST BRIDGEWATER,MA 02333 Administrator Not valid without signature "Ms • �Q�onvnao�z�e .1/r cr�.��(rssnr.J�tl�et'1� Board of Building Regulations and Standards Construction Supervisor License License: CS 97830 Expiration: 6/26/2011 Tr# 97830 y' Restriction: 00 "JOSHUA LAGERVAL 1-PELOQUIN LANE EAST BRIDGEWATER,MA 02333 Commissioner - x G Q ty TOWN OF BARNSTABLE Building Department - Foundation Permit Date 2 Z&o 10q Permit # Z o o g o o Z y9 Name �iQ�tD�o�el� Location 2er6 AopoA3 e, s s c-7rCr, Insp. of BIdgs. �1 � J � u �t�oo d o i Pu.s e Alm oZ � To�o� 5� r� s. C-r aI q `� � �� cl- t 7. '_ .,-.:,.• '.:._.:-.:.+ ;::•,.ri r.-+^.' ., t, -+:-z. ;cJ..t' ,�a... mf askt ,4a:1;« ''-=,"a. .�:,.� +� vy, — i * *RtJO<F &rvFL0,oR TRT.TSSES rEWP � tALL PANEL'* * i r ,. a -2153 G.A R.'Highway, Swansea;.MA 02777 3 r Officer(508) 379-9077 .Fax: (508) 379=0333 - E-'Matt.'quickbuild@rnsn.com . r } THIS IS NET JUNK IUTAIL!!!! - •. DO NOT DISCARD , AN IMPORTT INFORMATION ENCLOSED 090526979 Job ID.' { • � fie. New England lumber Cornpan ,¢£ LU © Lumberyard: uit Job # 2 8,Pampanaset Roadh X v. Cotuit MA • ��� ivery;Address. �� � r 1 X 3 WD. FURRING IS NOT TO BE USED,AS Y SPACERS / TEMP. BRACI'NC Al WARNING:, DO NOT,CUT OR ALTER TRUSSES WITHOUT PRIOR ENGINEERING APPROVALS `*By accepting this package i acknowledge that an excessive amount of tiriie has been spent preparing these documents: l also acknow/edge that using these documents for any other reason other than to furnish Quick Truss Co, lnc. with this project is a copyright infringement and Punis/iable.by..a/l app/icable laws: ` F try x k *Rt3tF & FLC} f13R TRITSSES EWP - WALL PANEL * * - Dear Builder: Thank you for choosing Quick Build Truss Company, Inc. and for providing us with the opportunity to work with you on this project! Quick Build is a full service lumberyard-only truss company which serves the majority of the yards in Southern Massachusetts and Rhode Island. As a wholesale truss company, Quick Build has a good working relationship with a number of lumberyards from Cape Cod Massachusetts to South County, Rhode Island. Our Sales Engineers spend a large part of their time on the road visiting lumberyards and job sites and are often able to produce quote packages right in our customers'offices. The information include in our quote packages give customers the opportunity to not only see the product, but to be positive their receiving exactly what they need. All estimates are always as detailed as possible including job layouts and three dimensional drawings with full scale layout drawings available on request. Every Quick Build truss is also backed by one of the best"on top"delivery guarantees in the business. If we commit to a delivery date and miss it,we will pay for the crane to install the trusses. We are confident that you will be pleased with the service and quality that you receive from Quick Build Truss Company; however, if a truss problem does arise during the course of the project;you can count on Quick Build to remedy the situation as quickly and efficiently as possible. To aid you in the handling and installation of the trusses, enclosed in this booklet you will find the following info ation: ',J © • HIB-91 Summary Sheet-Commentary and recommendations for handling, installing 0 and bracing metal connected wood trusses. .ct to a- AY = � Engineered drawings which show where continuous lateral bracing needs to be o installed. CC) sn r l Delivery List-The delivery list shows all of the trusses with their truss id's and -CC l dimensions_ Should any trusses arrive without their truss id's clearly marked you will 7E I be able to use the delivery list to cross check them by their lengths. cl— Truss Placement Plan and Hanger Details as needed. Please feel free-to contact the office, Monday through Friday between the hours of 7:00 A.M.and 4:30 P.M.with any questions or concerns that you may have regarding the handling, installation, or bracing of trusses. Again,thank you for choosing Quick Build Truss Company, Inc.and I look forward to working with you in the future. Sincerely, _ Ted Toppan President 2153 G.A.R. Highway—Swansea,MA 02777 Phone:(508)379-9077—Fax:(508)379-0333 *R4 �F � EL;C1C)R TRUSS,E,.S EWP = WA'LL ,PANEL * * � General Notes 1. Under no circumstances shall trusses be cut or altered in anyway without prior approval. 2. All Dimensions and truss counts are to be verified by the contractor or overall building designer prior to fabrication. 3. See engineered shop drawings for additional notes. 4. See "HIB 91"for recommended handling and bracing. 1 5. All Trusses are @ 2'-0" o.c. unless noted otherwise. 6. The designs of all connection hardware, clips, tie downs, etc. are the responsibility of the building designer or structural engineer and is not the responsibility of the truss manufacturer. 7. Install 2x6 strong back bracing @ 10'-0" o.c. max., or as directed @ all floor trusses. All blocking and bracing is the responsibility of others and shall not be supplied by the truss manufacturer. 8. All lateral bracing is to be installed as directed by the manufacturer._ (see Shop Drawings) 9. Fasten all Multi-ply girders in accordance with the engineered shop drawings. i 10.Install blocking @ all hip/ridge lines to support sheathing joints as required. 11.All valley truss bottom chords are to be beveled in the field. 12.AII dimensions are shown in FEET-INCHES-161h I. ROT ES1 y accepting package g u N ouir fti P P P 9 * B acce tin this acka e I acknowledge that ecesswamount o hme has been s ent re arin these documents. I also acknowledge that using these.Pocumentsfor any other reason other than to furnish Quick Build Truss Co.,Inc.with this project is a copyr* h n Tngement d7id punishable by all applicable laws.** . .' _, a GENERAL,ROOF TWJSS,,DATA SHE TI[M COTES ;EN xtD3DITION TO.THE NOTE TEAT APMA ON ski O.rrH_E txDIVMUAL TRUSS S DIi riSlr'�i tGS FURNISH. COPY OF OM SHEET TOM ERECTION COl!TILWI' R i''ho ca`.i?3:I..i+.Lrq .. _.to m Lls? a r.e2T.'...'J;:i C[:i!°Cl1 iY.t.�6PaN1 :.`'.'a- "'. `:ak :-v.Le,St_ �'.3+ .!-, ."< '�'G`f. t1'1: °; :: >'t•: .,4r- r€wt:.i> s 33}r z„e-::t.ai tSL�. =`h=f t r. lE 1 tfar a_ oft on _ a t ugs be .;s�vltt eC r= :::a ;,stcai, :.Ii .:......c3irq tt7 Lnaave }'s.;es t -=u rj . has 4n.m_ ptaj+i '.qe:"Irommi:_j have v an _o'.Tll, hied i<Lth Sae ::c; 3'leca V4p .i ba..,rc. Z.6b l--antlail{ um -7J, N0r eta,-der Ps,•:«'n of act_airs, t:Q datod zpi +t_�& :sri; raa:: 4: z1k� s rg s Deg,L:s_e , Motal Can:sectz�.: 2-Istts� :t M.nafacturer or the '1`_°.ass manufacturer irrY' Pht"' 'tare. Ar :not a part:, of *here Hff, de4N1'3z-. 1 kUtisr t arc intilv:idu l sg yenta:. All 10terel, bz:a<c1.-1M a o.L;01ti thosk triu. drawlnF ad to plro4ttiv ia.t ata;.i reall-aint Ior i 7L vidu'4 k i�rS mcu:cra o^IM;;. Th.4 dosigm, anoun: and p..v.pe.r ns:a_i:azI�. .OL at7 :i"� iv. Eatia€hitrW u.azt:;za 'he ffje :r srns a ry pf tj�g reezg:ze of the st:'_,.._::re. ntivyt-rte L.emporarG bxa_ ng. z do .c.1v re puns bim.ity o> the truces is.az:az:. kp+t*n-_ frsPe as a..=l acly ce snei=-1:4 alw4"t N4 -Ob4a_-es :,lativa th wr+race tires , ._=:=r 4 Thq :ar ch shall bw �::ata � >_::+ art .ra ;. i 1.105 p pmtl.'� t acr.Rd shgarhirc, unlo-3su notes: r... k b alfl:f_7, S'•lr:,,._, ci3 a.:s a: g?r i ate*.y :at:.s�F+r �r ti. us l x r-a= hrR:v no at I! "-L7" i#Y-r 1 1y :fY'4C`».1.9. 'x;1lfisS:m tr4 erw_tHe f—c-m*6a xdz'at, oh ::> i;,..n:;.;,e,f :..;, latera#:.rac E.:q designed :oy. v`I':e!>.1.. , 7fnv-J1"::vma far Sdeu'ti'3tB .a:;r8ge s'..^.a'Id- t:e ir&C O it Cr!& ii;G: xa:at s,sv Yt�p o�.<c:' Seca... nt;Z .. nnect"_r ;plates a 2"O:re .—a.. �'.. Mk p1,1 ras a .i:':,:Cc t. :30.:th �r&C,4 -Sirs .'e.d. and, tkC:N::atcr3 5[? C1:1 ,a'°Sr1 t LT" w.'3:F'i R1¢£++i i!.. 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F EIRAS PSI PaW zor_rsi'.pcm a =x:rs TV J. Quick Build Truss Co.,Inc. To: Delivery 2153 G A R Hwy - y Swansea;MA 02777 New England Lumber Job Number: 090526979 (508)379-9077 Fax: (508)379-0333 91 Franklin Street Page: ] Project: Block No: Hanson,MA 02341 Date: 05/21/09 09:50:53 _Model: Lot No: 1 Contact: , Site: Office; Account No: NEL - Deliver To: Name: Bob Bob Cotuii Job �.� .Designer: Phone: (781)293-6700 Salesperson: Ted Fax: (781)422-0149 (781)293-1917 Pampanaset Road Quote Number: 090526979 Tentative Delivery Date: Cotuit,MA P.O.Number: H25741BH Profile: Qty: Truss Id: Span: Truss Type: Top Pit. LOH ROH Height Load By: Bot.Pit. 9.00 2 GE01 28-00-00 11-07-06 01-00-00 01.00.00 742 Ibs.each GABLE 9.00 2 GE02 16-OOM 07-01-06 o1-00-00 01-00.00 — .. 62 lbs.each GABLE 9.00 9 Sol 28-00-00 11-07-06 01-00-00 , 01-00-00 1041bs.each SCISSORS 4.50 9.00 I S02 16-00-00 07-01-06 01-00-00 01-00-00 .—._ 54 Ibs.each SCISSORS 4.50 9.00 I STRGE01 28-00-00 11-07-06 01-oo-oo 01-00-00 171 Ibs.each GABLE 9.00 25 T01 28-00-00 11-07-06 01-00-00 01-00-tlo 113 Ibs.each FINK 1 V02 009.00 02-05-00 10 1a --- 5 Ibs.each VALLEY LV05 05-OIM 01-10-14 12 Ibs,each VALLEY 9.00 �— 9.00 t V07 07-09-00 02-10-14 -- 201bs.each VALLEY L 1 9.00 v10 10-05-00 03-10-14 --- 281bs.each VALLEY 1 V13 9.00 13-01-00 04-10-1a 38 Ibs.each VALLEY I'Xbove listed items have been received in goodcondition.g (exceptions listed o right). 1 Received by: 9atc: 'hank You for your Business. k01Sl�t d I _ �I� 6�;u�•;r • t :Job -- _ JTr-u0ss Truss Type cny Ply 1090526979• GABLE 2 1 Qu ck Buiki Truss CO.,InC.,Swansea,Ma.02TT7 Job Reference(optional) 7.110 s Dec 15 20081W'Tek(industries,Inc. Thu May 21 10:06:02 2009 Page 1 1-0� 14-0-0 14-0-0 28-0-0 9-0- 14 0-0 -0 tffi= 'she's.1:51. j , 9.OD l2 K N L 315 O M F N ST E O D P I c O a AF et p AE AD AC AA 2 Y % W V U T rye_ �/ �- 28-0-0 Plate Offsets :0 3 0 0 3 0 28-0-0 LOADING(psf) SPACING I TCLL 30.0 Plates Increase 1.15 CS CS 0.21 DEFL in poc) Udell L/d PLATES GRIP TCDL 10.0 Lumber increase 1,15 Vert(LL) -0.00 S n/t 120 MT20 197/144 I BCLL 0.0 Rep Stress Incr YES BC 0.11 Vert(rL) -0.00 S rvr 90 W BCDL 10.0 Code IRC2003/ipeoo2 B 0'22 HOUR) 0.02 R Na Na •_. (Matrix) {LUMBER Weight 142lb 1 TOP CHORD 2 X 4 SPF Not BRACING I BOT CHORD 2 X 4 SPF Noe TOP CHORD i OTHERS 2 X 3 SPF Not*Except- Installation 1 Stabilizer(s)at 9.4-8(max)oc. ST7,ST6:2 X 4 SPF No.2 Permanent Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9.10.0 oc bracing. WEBS 1 Row at midpt J-Z,I-AA,K_Y MiTek recommends that Stabilizers and required cross bracing be installed REACTIONS (lb/size) 8=203/0-5-10(input 28 0 0),R=203/0 510(input 28-0 0),Z=2gq/0 51p [duringtruss erection in accordance with Stabilizer Installation guide. 28.0.0),AD=239l0-5-10(input 28-0-0).AE=196/0-5-10(input: 28-0-0).AF�11 95/0-5-1p�n ut 288-0.0 Y=2B1a5-100)ut 28-0.0 X=277/0.5 0�)•A28-0-0 0 5 10(input: (input 28-0.0),V=239/o-5.10(input 28-0-0),U=196/0-5-10(input 28-0-0),T=195/0-5 0(input 28-0-0) C� ) CmP!� 28 0 0).W=286/0 5 10 Max Horz B=565(LC 3) I Max UPliftB=-204(LC 2),R=-86(LC 3),A4--145(LC4),AB=-1B1(LC 4),AC=-172(LC 4).AD=-170(LC 4).AE=-180(LC 4),AF=-154(LC 4).Y=-138(LC 5),X=-183(LC 5),W=-171(LC 5). ) LC SMaxGravB=270(LC3) R=203(LC1),Z419(LC5 AA-288(LC 8),AB=277(LC 1),AC=286(LC 8),AD=239(LC l),AE=196(LC 8),AF-196(LC 8),Y=288(LC 9),V=239(LC 1),U=196(LC 9),T_196(LC 9) X_277(LC 1),W 2 (LC 9), I FORCES (Ib)•Maximum Compression/Maximum Tension TOP CHORD A-B-77/3 5,L-524/349 ,M —7811 1,D E=-340/311,E-F=-252/300,F-G=-163/275,G-H=-156)288,H-i_77/385,IJ=-78/453,J-K=78/437, K•L_77/325,L M—30/197,M-N-78/184,N-O=-78/110,O-P=-151n22,P-Q=-239/132,O-R_355n50,R-S=O/46 BOT CHORD B-AF=-95/404,AE-AF=95/404,AD-AE=-95/404,AC-AD=-95/404,AB-AC=95/404,AA-AB=-95/404,Z-AA=-95/404,Y-Z—95/404,X-Y=-95/404, W-X=-95/404,V-W=-95/404,U-V—95/404,T-U—95/404,R-T=-95/404 WEBS J-Z=-395/0,I-AA>167/169,H-AB=-158/2p5,F-AC=-161/196,E-AD=-160/195,D-AE=-161/200,GAF 156/192,K-Y=-167HG2,L-X>15BPZ07, N W=161/19$,O V=-t�ns5,P-U=i61P200,aT 156/190 NOTES i 1)Unbalanced roof five loads have been considered for this design 2)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opst h=451t;CaL II;Exp C;enclosed;MW FRS(law-rise)gable end zone;cantilever left and right exposed ;end vertical left and right ` exposed;Lumber DOL=1.33 plate grip�L=1.33 I 3) Truss designed for wind loads in the plane of the clues only. For studs exposed to wind(normal to the face),see MTek"Standard Gable End Detail, 1 4)All plates are 2x5 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 0C. 7)'This truss has been designed for a live load of 20.0 h-' t t chord and any other members,with BCDL=10.Opsf on the bottom all areas where a rectangle 3-6-0 tali by 1 0 0 widGDNPfiNbej��1 t« t 18)Provide mechanical connection - �_-•.�. ..K (by otters)of truss to bearing plate capable of withstanding 204 lb upfdt at joint B,86 lb uplift at joint R,145 lb uplift at joint AA, 181 lb uplift at joint AB,172lb uplift at joint AC,170lb uplift at joint AD,180 lb uplift at joint AE,154 lb uplift at joint AF,138 lb uplift at joint Y,183 lb u at , I joint X,171 lb uplift at jointW,170 lb uplift at joint V,179 lb uplift at joint U and 152 lb uplift at joint T. plift 9)This truss is designed in accordance with the 2003 International Residential Code sections R50211.1 and R802.10.2 and referenced and iM1M1 10)For Stabilizer bracing,see MTet Stabilizer Installation Guide.Cross trace at TC:Inst.20 0 0, UTPI 1. 11)Warning:Additional permanent and stability bracing for truss ' t�V system(not part of this component design)is always required. a =_=' LOAD CASE(S) Standard :Job - Truss Truss Type r Filly Ply ,j090526979• GE02 GABLE 2 1 Quick Build Truss C..,Ino.,Sriansea,Ma.02777 Lb'Referenceotiona _ 7.110 s Dec 15 2008 MiTek Industries,Inc.Thu May 21 10'.06:04 2009 Page t 1-0-0 8 0 0 16-0-0 17-0-0 1-0-0 8-0-0 •- B-O-0 1-0-0 ' . •. ' _ Sine.1:30. as= 1 F O s E T 5 9.0012 O H T, Tt IT T e Li A K 0 _. _ n O P O N M L ba= 16-0-0 F...... " -- 16-0-0 LOADING(Psfl SPACING 240 CSI DEFL in i TCLL 35.o poc) Well Ud PLATES GRIP I (Roof Snow=35.0) Plates Increase 1.15 TC 0.13 Ven(LL) -0.01 K Mr 120 MT20 197/1" I TCDL 15.0 Lumber Increase 1.15 BC 0.08 Vert(TL). -0.01 K n/r 90 BCLL 0.0 Rep Stress Incr YES WO 0.15 Horz(TL) 0.01 J n/a n/a BCDL 10.0 Code IRC2D03/TPI2002 (Matrix) Weight 63lb !- LUMBER BRACING TOP CHORD 2 X 4 SPF No.2BOT TOP CHORD OTH CHORD 2 X 4 SPF Not Installation 1 Stabilizer(s)at 9."(max)oc. OTHERS 2 X 3 SPF No.2 Permanent Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 1 D-D-0 oc bracing. MiTek recrommerxts that Stabilizers and required cross tracing be installed r REACTIONS pbisize) B=256/0.3.9 durino Wss erection.in accordance with Stabilizer Installation,q! (utput 16-0 0),J=256/0-3.9(input: 16-0-0).0=27510.3.9(input 16.0.0),P=276/0-3.9(input: 16-0-0),0=238/0-3.9(input: 16-0-0),R=23ZD-3.9(input: 164-0), N=276/039(input: 1630),M=238/0-3-9(input 16.0-0),L=232(0.3-9(input 16.0.0) Max HorzB=327(LC 5) ' Max UpliftB=-115(LC 4),J=-56(LC 71 P—158(LC 6),0=-1 a5(LC 6),R=-147(LC 6),N=-154(LC 7).M=-187(LC 7),L­_-146(LC 7) Max GravB=256(LC 1),J=256(LC 1),0=275(LC 1),P=342(LC 2),0=241(LC 2),R=232(LC 1),N=342(LC 3),M=241(LC 3),L=232(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension y TOP CHORD A-B=Q(57,B-C=-27a/196,C-D=-186/176,D-S=-109/168,E-S=90/175,E-F=-128Y253,F-G=-12&236,G-T=43/122,H-T=-109/115,H-1_108/76,IJ=-176/94,J-K=0/57 _ 'BOT CHORD B R—Stp254,O R_51/254,P-0 51/254,O•P_5lt254,N-0=-51/254,M-N=S1/254,L-M=-51/254,J-L=51/254 i WEBS F-0=172(0,E-P_264/183,D-0--205/205,C-R—194/1B6,G-N=-264/179,H-M=-2XQ06,1-L=194/185 I NOTES 1)Wind:ASCE 7-05;110mph;TCDL=6.Opst BCDL=6.Opsf;h=45ig Cat 11;Exp C;enclosed;MWFRS pow-rise)gable end zom;cantilever left and right exposed ;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MTek'Sfandard Gable End Detail" 1 3)TCLL ASCE 7-05;Pf=35,0 0(flat roof snow);Category II;Exp"C;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof rive load of 16.0 pst or 1.00 times flat roof load of 35.0 psf on overhangs norkoncurrent with otter live loads. 6)All plates are 2x5 MT20 unless otherwise indicated. `.. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0.0 oc. 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 1-0.0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 lb uplift at joint B,56 lb uplift at joint J,158 Ib uplift at joint P. 1 185 lb uplift at joint 0,147 Ib uplift at joint R,154 lb upfA at joint N.197 Ib uplift at joint M and 146 lb uplift at joint L 11)This truss is designed in accordance with the 2003 International Residential Code sections R50211.1 and R802.10.2 I&1ingecl standard ANSI/,TPI 1. 112)For Stabilizer bracing,see MTek Stabilizer Installation Guide.Cross brace at TC:Inst.20.0-0. j 13)Warning:Additional permanent and stability bracing for truss system(not part of this component design is always required LOAD CASE(S) Standard OS : Syr' 1 1 ••'�y trry1 L 1 - _... C3w�V r" 'fe i;fi e � 1 Job Truss Truss Type Oty .Ply :090526979. Sol SCISSORS 9 t Quick Build Truss Co.,inc.,Swansea.Ma.02777 Job Reference o tiona 7.170 s Dec 15 2009 m l ek Industries,inc-Thu May 21 10,06:20 2009 Pagel 1-0- 7-2-14 14-0-0 1-0- 7-2-14 6-9-2 20 9-2 28-0-0 9-0- 6-9-2 7-2-14. -0- E l 9.00,2 I � , I i • I I! sm D p i ae% ma C O K T _ L _ 26 11 J / ffi 11 ,t e n 2 F 7- -14- 14-0-0 20-9-2 28-0-0 7-2-14 6 9 2 6-9 2 7-2 14 Plate Offsets B 0 t 4 0 0 4 :0 1 4 0-0 4 • LOADING(Psi) SPACING 1-4-0 CSI 'TCLL 30.0 Plates hicrease 1.15 TC 0.58 Verl( -0.19 EFIL in Poe) K >999 0. PLATES GRIP TCDL 10,0 Lumber Increase 1.15 BC 0.67 Vert((TL) -0.39 K-L >842 240 MT20 197/144 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 03/ WB 0.49 Horz(fL) 0.40 H rda n/a Code IRC20fP12002 (Matrix) Weight:102 ib LUMBER BRACING TOP CHORD 2 X 4 SPF Not TOP CHORD Structural wood sheathing din BOT CHORD 2 X 4 SPF Not g directly applied or 3-1-4 oc pudins. WEBS 2 X 4 SPF No2*Except' BOT CHORD Rigid ceiling directly applied or 64-2 ec bracing. W3:2 X 3 SPF N0.2 M rek recommends that Stabirizefs and required cross bracing be installed du• truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) B=985/0.1-8(input (-3.8),H=985/0.1-8(input 0-3-8) Max Horz B=378(LC 2) Max UPliftB=-418(LC 4),H=-418(LC 5) i FORCES (lb)-Maximum Compression/Maidmum Tension TOP CHORD A-B=0/30,8-C=-2368/872,C-D=-1634/484,D-E=-1523/513,E-F=-1523/548,F-G=-1634/518,G-H=-2368/729,H-1=0/30 BOT CHORD B-L_746/1928,K-L=-740/1919,J-K=-497/1919,H-J=-502/1928 WEBS E-K=Alo/1476,C-L=0/116,GJ=0/116,C-K=-599/540,G-K=-599/549 NOTES 1)Unbalanced roof rive toads have been considered for this design, 2)Wind:ASCE 7-05;110mph;TCDL=6.Opsf BCDL--6.0psF h=45ft;Cat II;Exp C;enclosed;MWFRB(low-rise)gable end zone;cantilever left and right exposed end vertical left and right exposed:Lumber DOLr1.33 plate grip DOL=1.33 3)*This thus has been designed for a five load of 20.oW on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. i 4)Bearing at joint(s)B,H considers parallel to grain value using ANSUiPI 1 angle to grain formula. Building designer should verify,capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 418 lb uplift at joint B and 41I lb uplift at joint H. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. i LOAD CASE(S) Standard I ; O I OJ I A d.t.t OS T Q I Job Truss Truss Type Qty Piy 090526979 S02 SCISSORS 11 1 Quick Build Truss Go-,lnc.,Swansea.Ma.02777 Job Relevance o bona --' 7.110 s Dec 15 200a Mrfek Indusirtes,.lnc. Thu May 21 10:06:26 2009 Page 1 -1-0-0 4-2-14 8-0-0 1-0-0 4-2-14 3-9-2 11-9-2 16-0-0 17-0-0 3-9-2 4-2-14 1_o-0 p 7 9.Q0 t2 �— C E Tt sa— T1 I et Bt a I� F 1n Ice 3# 8-0-0 16-0-0 8-0-0 LOADING llnsfl SPACING IA-0 CSI L TCLL 30.0 Plates Increase 1.15 DEFL inQoc) Vdeff L/d PLATES GRIP TCDL 10.0 TC 0.20 Vert(LL) -0.06 H >999 360 MT20 197/144 Lumber Increase 1.15 BC 0.34 Ved(TL) -0.16 B-H >999 240 BCLL 0.0 Rep Stress Inor YES WB 0.28 _ !BCDL 10.0 Code IRC2003frPn002 (Matrix) Florz(TL) 0.12 F Na Na Weight 54 th : LUMBER TOP CHORD 2 X 4 SPF N0.2 BRACING BOT CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3_0 oc pudins. i WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9.6.4 oc bracing. 11M Tel recommends that Stabitiz�s and required cross bracing be installed REACTIONS Qb/Size) B=585/0-1-8(input: 0-3-8),F-�/0-1.8(input 0-3-8) 26 truss erection in accordance with Stabilizer Installation auide. Max HorzB=-219(LC 2) Max UPliftB_266(LC 4),F=266(LC 5) FORCES (lb)-Maximum CompressioNMaximum Tension — ;TOP CHORD A-8=0/30,B-C=1198/462,C-D=-920/253,D-E=-920/274,E-F_-1198/393,F-G=0/30 j BOT CHORD B-H=-382(9W.F-H=-255/980 WEBS D-H_172/809,C-H=-242/299,E-H=-242/3W i NOTES n 1)Unbalanced roof rive loads have been considered for dnis design. 2)Wind:ASCE 7-05;1 tOmph;TCDL 6.Opst BCDL=&W.h=45ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable and zone;canti end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 lever left and right exposed, i i 3)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom i chord and any other members. i 4)Bearing at joird(s)B,F considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 266 lb uplift at joint B and 266 lb uplift at joint F. 1 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R602.102 and referenced standard ANSUTPI i. I LOAD CASE(S) Standard a Job Truss Truss Type (ny pty 090526979 STRGE01 GABLE 1 1 Job Reference o do uix*Build Truss Co.,lnc.,Swansea,Ma.02777 7.110 s Dec 15 2008 MTek Industries,Inc.Thu May 21 10:06:30 2009 Page 1 j 1-0 7-2-3 14-0-0 20-9-13 28-0-0 9-0- -0- 7-2-3 6-9-13 6-9-13 7-2-3 0 Std*=,51 affi_ i ( E 9.90 12 3* " fl F C e 1 I 8 N B, Bi j$ AS AT l AU K AV J AW AX 44 9-5-7 18-6-9 28-0-0 9-5-7 9-1-2 9-5-7 Plate Offsets : B:0.8-30-1-2 E:0.1-80.1-8 :0430-1-2 0-3-00-3.0 LOADING(psfJ SPACING i 40 CSI DEFL in Poc) I/deff Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.18 J-L >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.83 Vert(TL) 437 B-L >900 240 BCLL 0.0 * Rep Stress Ina YES WB 0.76 Horz(TL) 0.05 H r1/a n/a BCDL 10.0 Code(RC2003/TPt= (Matrix) Weight:171 lb LUMBER BRACING I TOP CHORD 2 X 4 SPF Not TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc puriins. I BET CHORD 2 X 4 SPF No.2 j WEBS 2 X 4 SPF N0.2 BOT CHORD Rigid coiling directly applied or 9.1.8 oc bracing. -� I OTHERS 2 X 3 SPF No.2*ExcepC I MTek recommends that Stabilizers and required cross bracing be installed i ST9:2 X 4 SPF Not I during truss erection in accordance with Statifter Installation guide. I REACTIONS Qb/size) B=1133/0-1-12(inpul: 0-3.8),H=1133/0-1-12(input: 0.3-8) Max HorzB=377(LC 3) Max UpliftB=-418(LC 4),H=-418(LC 5) i FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/32,B-C=-1496/463,C-D=1343/560,D•E=-1228/590,E-F=-122t1/5W ,F-G=-1343/560,G-H=-1496/463,H-1=0/32 ' I BOT CHORD B-AS=•366/1106,AS-AT=-366/1106,L-AT—366/1106,L-AU=-87/741,K-AU=-87f741,K-AV=-87f741,J-AV=-871741,J-AW=-24611106,AW-AX=-246/1106,H-AX=-246/1106 WEBS C-L=-329/391,E-L=-322/631,E-1=322(631,GJ-329/391 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;110mph;TCDL=6.Opsf,BCDL=6.0psf;h=45ft;Cat II;Exp C;enclosed;MWFRS Pow-rise)gable end zone;cantilever left and right exposed end vertical left and right exposed;Lumber DOL=1.33 plate grip DOtr1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MTek"Standard Gable End Detail" ` 4)Ail plates are 2x5 MT20 unless otherwise indicated. 5)Gable studs spaced at 2-"oc. 6)*This truss has been designed for a five load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=IO.Opsf. i 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 418 lb uplift at joint B and 418 lb uplift at joint H. — 18)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSMI 1. LOAD CASE(S) Standard NQISIA10 Wd _ i Job —— Truss Truss Type py 090526979' Tot 7]FINK ' 25 1 Quick Build Truss Co.,inc.,Swansea,Ms.02777 Job Reference o tiona 7.110 s Dec 15 2008 M iTek Industries,Inc. Thu May 21 10,06:31 2009 Page 1 1-0- 7-2-3 14-0-0 - '20-9-13 28-0-0 9-0- 1-0 7-2-3 6-9-13 6-9-13 7-2-3 1-0- ..gym sew=,:so. — = r E i 9.09'2 1 O F" 2611 C G TTT- 2 1 9 et --- of 3e= N O K P J O A416 9-5-7 9� 18 6-9 28-0-0 i 9-5-7 9-1-2 9-5-7 Plate Offsets : B:0 8 .0-1- H:O-&3 0-1-2 LOADING(psf) SPACING 1A-0 CSl DEFL inTCLL 30.0 Plates Increase 1.15 TC 0.52 Vert -0.18 nJ-L 999 360 MT20ES G9 P44 TCDL 10.0 Lumber Increase 1.15 BC 0.83 BCLL 0.0 Rep Stress Incr YES B 0.6 H� -0.05 &L >900 ' 240 BCDL 10.0 Code IRC2003lrpoM (M�) (TL) 0.05 H Na Na LUMBER Weight:114 lb TOP CHORD 2 X 4 SPF No.2 BRACING BOT CHORD 2 X 4 SPF N0.2 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins. WEBS 2 X 4 SPF No2 BOT CHORD Rigid ceiling directly applied or 9-1-8 oc bracing. I MTek recommends that Stabilizers and required cross bracing be.stalled I REACTIONS (Ib/size) B=1133/0.1-12 ri during truss erection in accordance with Stabilizer Installation guide I' Max Horz B=377(LC 3) ate)'H=f 133/0 1-12 Cnput 0 3 8) ? Max Up6RB=-418(LC 4),H=-418(LC 5) FORCES Cb)-Maximum Compression/Maximum Tension I TOP CHORD A-8=0/32,B-C=-1496/463,C-D=-1343/560,D-E=-1228/S%,E-F=-1228/590,F-G=-1343/560,G-H—1496/463,H-1=0/32 + IBOT CHORD B-M=-366/1106,M-N=-366/1106,L-N=-366/1106,L-0=-87/741,K-0=-87/741,K-P=-87/741,J-P=-87/741,J-O=246/1106,0-R_246/1106,H-R=-246/1106 WEBS C-L=-329J391,E-L=-3221631,E-J=-322(631,G-J=-329/391 'NOTES — 1)Unbalanced roof live loads have been considered for this design.. 2)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opst;h=45ft Cat.II;Exp C;enclosed;MWFRS Cow-rise)gable end zone;cantilever left and right exposed end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 i 3) This truss has been designed for a five load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 418 lb uplift at joint B and 418 lb uplift at joint H. 5)This truss is designed in accordance with the 20031r1terrtaboral Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSI/fPI 1. LOAD CASE(S) Standard Ve I 4 r , Job Truss Truss Type p' ry p 090526979, V02 VALLEY i 1 puick Build Truss Co.,inc.,Swansea,Ma.02777 Job Referents o from 7.110 s Dec 15 2008 MTek Industries,Inc.Thu May 21 10:06:32 2009 Page 1 1-2-8 2-5-0 1-2-8 1-2-8 34_ SW..1.6 B 9.00 12 C A a at 2-5-0 Plate Onsets ; :0-3-0 Ed a 2-5-0 LOADING(psf) SPACING 1 4 0 CSI DEFL in (too) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.01 Vert(LL) n/a Na 999 MT20 197/144 i TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(R) Na Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 C Na Na BCDL 10.0 Code IRC2003/rPp002 (Matrix) Weight 5lb rLUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-0 oc purlins. i BOT CHORD 2 X 4 SPF Not BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. _MTek recommends that Stabilizers and required cross bracing be installed REACTIONS Qb/size) A 51/0-1-6(input 2-5-0),C=51/0-1-8(input 2.5-0) during truss erection,in accordance with Stabilizer Installation guide Max HorzA_20(LC 3) Max UpliftA=-20(LC 4),C=-20(LC 5) FORCES (ib)-Maximum Compressiort/Maximum Tension I TOP CHORD A.B=-44/24,B-Cr-4,W4 I SOT CHORD A-C=-9/27 NOTES 1)Unbalanced roof live loads have been considered for this design. I2)Wind:ASCE 7-05;110mph;TCDL=6.Opsf;BCDL=6.Opsf;h=45f;Cat.11;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed ;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Gable requires continuous bottom chord bearing. 4)•This truss has been designed for a live load Of 20.00 on the bottom chord in all areas where i rectangle 3-6-0 tail by 1-0.0 wide will fit between the bottom chord and any other members. 1 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20lb uplift at joint A and 20lb uplift at joint C. b)This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. i LOAD CASE(S) Standard NQiSIA1 i • C Job Truss Truss Type Oty pry . :P90526979 V05 VALLEY 1 1 • i Quick Build Truss Co.,lnc.,Swansea,Ma.02777 Job Reference o bona 7.110 s Dec 15 2008 MITek Industries,Inc.Thu May 21 10:06:32 2009 Page 1 i 2-" 5-1-0 2 6'8 2-6-8 'l e 4 9.00,2 .t . I STl f, c A 1 201 Z4.. 5 1.0 — 5-1-0 LOADING(psf) SPACING 1-4-0 CSI DEFL in Coc) I/deft L/d TCLL 30.0 Plates Increase 1.15 PLATES GRIP TC 0.07 Vert(LL) n/a We 999 MT20 197/144 iTCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) n/a nfa 999 BCLL 0.0 Rep Stress Ina YES WB 0.01 Horz(TL) 0.00 C Tva n/a BCDL 10.0 Code IRC2003/IPI2002 (Matrix) I LUMBER Weight'131.b TOP CHORD 2 X 4 SPF NO-2 BRACING BOT CHORD 2 X 4 SPF N0.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc pudins. j OTHERS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1000 oc bracing. _ MITek recommends that Stabilizers and required cross bracing be installed REACTIONS Cb/size) A 83/¢1-8 Input 51-0),C=83/¢1$ durin truss erection in accordance with Stabilizer Installation side. Max HorzA=56(LC 3) i ( 51-0),D=115!¢t 8(input 5 1-0) Max UPIM--44(LC 4).C=48(LC 5),D=-19(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=-54/40,B-C=.54/33 i 130T CHORD A-D=-15/27,C-D=-15/27 WEBS B-D=80/40 NOTES , 1)Unbalanced roof rive loads have been considered for this design. 2)Wind vertical calft 11Omphd right TCDL=6.Opsf;BCDL=6.Opsf;f-45fb Cat.11;Exp C;enclosed;MWFRS Cow-rise)gable end zone;cantlever left and right exposed 13)Gable exposed;Lumber DOL=1.33 plate grip DOL=1.33, requires continuous bottom chord bearing. i 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3"tall tall by 1¢0 wide will fit between the bottom 5) chord and any other members. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 lb up#ft at joint A,48 lb uplift at joint C and 19lb uplift at joint D. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard I • i « t i VP 3tIN � AFa fir$ i • t - , r I Jot �WVO7 �VALLEY pe l]ly Ply . i090526979�� 1 1 Job Reference Ou ck Build Truss Co.,lnc.,Swansea,Ma.02777 7.110 s Dec 15 2008 MiTek Industries,Inc.Thu May 21 10:06:33 2009 Page 1 3-10.8 7-9-0 3-10-8 3-1 0-8 B am t2 Sri c A U 2d D6 11 ZA J 7-9-0 -9-0 i LOADING(psf) SPACING 1-4-0 CSI DEFL in Qoc) f/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.20 Ved(LL) Na Na 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) Na Na 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 C Na Na BCDL 10.0 Code IRC200arrP12002 (Matrix) Weight:21 Ib ; LUMBER BRACING TOP CHORD 2 X a SPF Noe TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2 X 4 SPF Not BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. ;OTHERS 2 X 3 SPF No-2 M7ek recommends that Stabilizers and required cross bracing be installed REACTIONS (Ib/size) A=135/0-1-8(input: 7-9-0),C=135/0.1$ 7-9-0,D=188/0-1-8 m Burin truss erection in accordance with Stabilizer Installation vide. Max HorzA—91(LC 2) (input: ) ( put: 7-9-0) Max UpliftA=-71(LC 4),C=-78(LC 5),0—32(LC 4) FORCES (Ib)-Maximum CompressiorUMaximum Tension j TOP CHORD A-B=-88/65,B-C=418/54 SOT CHORD A-D=-25/44,C-D=-25/44 WEBS B-D=-131/66 i NOTES i 1)Unbalanced roof live loads have been considered for this design- . i2)Wind:ASCE 7-05;11Omph;TCDL=6.Opsf;BCDL=6.Opst h--45ft:Cat 11;Exp C;enclosed;MWFRS Qow-rise)gable end zone;cantilever left and right exposed end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL-1.33 3)Gable requires continuous bottom chord bearing. k 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 1-0.0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 71 lb uplift at joint A,78 Ib uplift at joint C and 32 lb uplift at joint D. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVrPI 1. LOAD CASE(S) Standard I — i hzL+ ta, WiO Jab • Truss Truss Type City Ply I090526979 V10 VALLEY - 1 1 Quick Build Truss Co .Swansea,Ma.02777 Doc 15 2 Job o bona 1 - 7.170 s Dec 00e A?ITek Industries,Inc.Thu May 21 10:06:34 2009 Page 1 5-2-8 10-5-0 5-2-8 5-2-8 M6 scale.1:21 B s.00 12 l sn c A 5 , 2411 J I 10-5-0 -- 10-5-0 LOADING(psf) SPACING 14-0 CSI DEFL in Qoc) Wall Lid 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 0.16 Vert(TL) Na n1a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 C n/a rVa BCOL 10.0 Code IRC2003/TP12002 (Matra) Weight 28Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathingdirectly applied „1� I BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applid orr,,10.00 oc b racing. OTHERS 2 X 3 SPF No.2 M' 'recommends that Stabilizers and required cross bracing be installed duri truss erection in accordance with Stabilizer Installation guide. REACTIONS Qb/size) A=164/0-1-8(input 10.5-0).C=164/0.1-8(input 10-5-0).D=309/0.1-8(input 10.5-0) Max HorzA-126(LC 2) Max UptM=72(LC 4),C=-61(LC 5),D—98(LC 4) FORCES (lb)-Maximum Compmssion/Maximum Tension I TOP CHORD A B-140/93,B-C=-140/77 BOT CHORD A•D=-35/60,C-D=-35/60 j WEBS B•D=-201/105 j NOTES 11)Unbalanced roof live loads have been considered for this design. i2)Wind:ASCE 7-05;110mph;TCDLr6.0psf,BCDL=6.Opsf;h-45fb Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed end vertical left and right exposed;Lumber DOL--1,33 plate grip DOLt1.33 3)Gable requires continuous bottom chord bearing. 4)a This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and arty other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 72 lb uplift at joint A,81 lb uplft at joint C and 98 lb uplift at joint D. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. i LOAD CASE(S) Standard 1 1 319 v,i. Job 7Vru3 Truss Type Oty ply1�0526979 VALLEY 1 1 Quick Bui 7.1/ ld Truss Co.,lnc.^Swansea,Me.02777 Job Reference o iTe 0 s Dec 75 2008 MTek Industries,Inc.Thu May 21 70:06:34 2009 Page t 6-6-8 13-1-0 6-6-8 6-6-8 I m6= Smle-1-2a c i I 9.ao tz as It D 86 11 -- 9 t t E A a H e IF 3A 216 Ii 2611 , 215 It 241, �— 13 1 0 _ -,-_— 13-1-0 LOADING(psf) SPACING 1-4-0 CS1 DEFL in (loc) Vdeft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TIC0.14 Ve"-IJ Na Na 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) Na Na 999 1 BCLL 0.0 Rep Stress incr YES WB 0.06 Horz(TL) 0.00 E Na Na BCDL 10.0 Code IRC2003/rP12002 (Matrix) Weight 381b LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. ! BOT CHORD 2 X 4 SPF Not BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. OTHERS 2 X 3 SPF No.2 MTek that recommends Stabilizers and required cross bracing be installed durin buss erection in accordance with Stabilizer Installation ide. i REACTIONS (lb/size) A=73/0-1-8(input: 13.1-0),E=73/0-1.8(input 13-14)),G=214/0-1-8(input: 13-1-0),H=228/0-1-8(iput 13-1-0),F=22801-0(input 13-") Max HorzA=-162(LC 2) I Max UprdtA=53(LC 2),E_24(LC 3),G=-B(LC 4),H=-203(LC 4),F=-202(LC 5) Max GravA=78(LC 3),E=73(LC 1),G=214(LC 1),H=242(LC 8),F=242(LC 9) FORCES (ib)-Maximum Compression/Maximum Tension 1 TOP CHORD A-B=-141/110,B•C=-11a/119,C-D=-118/99,D-E=-9W60 I BOT CHORD A-H=-40/82,G-H=-40/82,F-G=-40/82,E-F=-40/82 WEBS C-G—157/42,B-H_197/228,D-F—197/Pa8 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;11 Omph;TCDL=6.0psf;BCDL=6.Opsf;h=45f;Cat 11;Exp C;enclosed;MW FRS(low-rise)gable end zone;cantilever left and right exposed 1 end vertical left and right exposed;Lumber DOL-.1.33 plate grip DOL=1.33 3)Gable requires continuous bottom chord bearing. 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 tail by 1-0-0 wide will fit between the bottom — j chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 53 lb uplift at joint A,24 lb uplift at joint E,8lb uprdt at joint G,203 Ib uplift at jtwrt H and 202 lb uplift at joint F. 6)This truss is designed in accordance with the 2003 International Residential Code secliors.R502.11.1 and R802.10.2 and referenced standard ANSVIPI 1. I LOAD CASE(S) Standard ` '� ;, Ae04PD,es1gn Engineering& ROBERT M. DE5R051ER5, PE. Co., inc. Consulting Engineer � 508-946-3561 155 East Grove Street • foot Office Box 649 Fax 508-946-1655 Middleborough, MA 02346 October 30, 2008 Project No. 2008-295 Mark&Diane Bradford 258 Poponessett Road Cotuit,MA 02635 Re: Design Review of Primary Framing Elements for Proposed Structure Located at 258 Poponesett Road,Cotuit,MA Mr. &Mrs. Bradford: You asked me to design a steel beam to support a portion of the tributary load of the first floor of the referenced structure. The structure is a 24' by 48' one-story Ranch-Style structure with a garage under. With the exception of the steel beam, the structure will be conventionally framed with mix of engineered lumber and ordinary dimensional lumber products. You have provided me with a sketch plan of the project. The proposed beam is located at the center line of the first floor framing level of the structure. The beam supports a tributary load from the first floor of the structure. The maximum beam span is 24' feet from the foundation wall to the center supporting column than continues for 24, feet to the foundation wall at the other end. The appropriate beam is a W1205 manufactured from ASTM A992 structural steel (grade 50). The beam must be rigidly attached to the wood floor framing above. This can be accomplished by attaching a continuous 2x8 wood nailer to the top flange of the beam with %2"bolts at 24" on center, staggered side to side, and toe-nailing the floor joists to the nailer. The beam should be supported at each end by the foundation walls as well as at mid span by a TS3 %"x 3 V2"x 1/4" steel tube column with %"thick steel cap and base plates. The beam to column connection should be bolted, or field welded. The column should bear directly upon the concrete foundation wall at each end and intermediately upon a 3'-6"x 3'-6"x 12"footing reinforced with(4)#5 bars at the bottom of the footing and oriented each way. If installed as specified herein, and according to good construction practice,this beam will meet the structural requirements of the Massachusetts State Building Code 7th edition. If you have any questions regarding this report, or if you require additional information,please do not hesitate to call. Very Truly.Yours, II SH OF F'4 Michael R. Shaheen R ERT G g D RO 770 RUCTURAI 9f Q J AOAPD,esign Engineering& ROBERT M. DE5R051ER5, PE. Co., inc. Consulting Engineer 508-946-3561 155 East Grove Street • root Office Box 649 Fax 50&-946-1653 Middleborough, MA 02346 October 29, 2008 Project No. 2008-295 Mark&Diane Bradford 258 Poponessett Road Cotuit,MA 02635 Re: Design Review of the Elements of the Building Envelope for the Proposed Structure Located at 258 Poponesett Road, Cotuit,MA Mr. &Mrs. Bradford: You asked me to review the elements of the building envelope required to complete the construction of the referenced structure with respect to their conformance with the 7th Edition Building Code. You have provided me with sketch plans for the project. The proposed structure is a one-story Ranch-style with a farmer's porch and a three season room located off the rear of the structure. The proposed structures will be conventionally framed with a mix of engineered lumber, ordinary dimensional 2x lumber and the use of a steel support beam. The structures will be constructed on a new poured in place concrete foundation that shall be reinforced with(2)#4 continuous bars at the top of the foundation wall. The proposed structure is laid out in a conventional, plan that provides appropriate exterior wall area for sheathing components along with the use of manufactured connectors where required to resist lateral loads. The basic snow load for design purposes is 25 pounds per square foot. The design wind speed is 110 miles per hour and the structure is located within Exposure Zone C. The Revised Building Code requires the application of larger lateral loads due to,increase wind speed values and greater consideration of the connection between the wood superstructure and the foundation of permanent structures. There are two means of assessing the lateral load impacts on the structure as described in the Code. The first is prescriptive in that it assumes the conventional materials and methods of construction are not adequate to accommodate the horizontal and uplifting loads and prescribes manufactured connectors to exclusively deal with those loads throughout the structure. The other method, employed here, is to conduct an engineering review establishing the loads and the ability of the component elements of the structure to accommodate them. Utilizing this method allows some of the extraordinary loads to be accommodated by conventional construction and specifies the design and location of manufactured connectors where required. The compliance checklist is to be used for the prescriptive design method for high wind construction and applies to structures located with in exposure B. When a structure is located in exposure zone C,the checklist is used as reference guide to help determine the areas of a structure that need further structural evaluation to meet the requirement in exposure zone C. The fastening of a structures sill plate to the foundation is a critical element of the overall design for high wind construction. The dimensions and location of a structure determines the appropriate spacing, length and diameter of the anchor bolts for the fastening of the sill plate to the foundation. The appropriate sized anchor bolts to be used in high wind regions shall be 5/8" diameter by 12"long galvanized steel anchor bolts,the washers shall be 30"plate washers to fasten the double (2)2x6 pressure treated°sill to the top of the foundation wall. To adequately secure the structures double (2)2x6 pressure treated sill to its foundation, I recommend that the anchor bolts be placed at a maximum spacing C-of 36" on center but no more than 12"from any outside corner. The corners of the structure typically experience higher lateral and uplifting forces during the occurrences of elevated wind speeds. To help deal with the forces generated in the corners of the structure, I recommend that you install one (1) Simpson HDU5 hold down where specified on the plans, or at the outside corners of the structure. The hold down assemblies shall be attached to the triple corner studs and be connected to the foundation through the platform frame of the structure. The hold downs must extend continuously, from the foundation connection to the top plate of the wall assembly in the corners of the structure. To create this continuous connection you must nail a full height stud with two 16d common nails spaced 10" on center to the opposite side of the triple corner studs which the hold downs are applied to. Due to the location of this particular structure it requires the use of 2x6 stud wall assemblies for the exterior walls. The use of larger wall studs for exterior walls help create a wall assembly that can resist higher lateral and up lifting forces as well as reduces the required amount of manufactured connectors needed to help resist the forces. When eliminating any exterior wall studs for creating windows or door openings which are located less than 3 feet from any outside corner of the structure or if you are creating an opening larger than 5 feet wide, I recommend the use of manufactured connectors. The elimination of these framing members to create an opening for a window or door reduces the required amount of framing members and sheathing needed to transfer the lateral and uplifting forces. To help evenly distribute these forces,my recommendation is that you install;(2) Simpson H4 hurricane clips at the top and bottom of the last full height studs, this connector shall be applied to the studs one on the inside and one on exterior side both at the top and bottom of the last full-height studs(king studs) located next to any of these particular wall openings. This connector shall connect the full height studs that are located next to the wall opening,to top and bottom plates of the wall assembly to help resist the lateral and up lifting forces in this area. Y The'large window openings in the three season room reduces the required amount of sheathing to resist the lateral and uplifting forces generated during elevated wind speeds. To deal with these forces, I recommend the use of(2) Simpson RSP4 per stud.one on the bottom of the studs as well as one on the top of the studs. This connection helps to connect the studs to the top and bottom plates, and sill, of the garage door wall where there is not enough plywood to help resist the lateral and up lifting forces. To help deal with the lateral forces at the larger windows and doors such as the triple windows in the front bump out and the windows in four season porch, I recommend that you use(2)jack studs and(3)king studs for these openings, as well as any other opening in the exterior walls of the structure that are larger than 5 feet wide or located less than 3 feet from any corner of the structure. This is a critical element to help resist the lateral forces which are generated by the elimination any exterior wall studs for creating windows or door openings. The remainder of the smaller window and door openings which are not located with in 3 feet from the corner of the structure shall be framed with �(2)jack studs and(2)king studs for all openings. Where window and door headers rest on the jack studs I recommend that you connect the header to the jack studs using'(1) Simpson LSTA per jack stud.`The installation of this strap connector will help to create a continuous load path and help deal with the lateral and uplifting forces created by the elimination of faming members to create wall openings. The double top plate splice is an important element of the design of any wall. The lap splicing of the wall plates, when constructed properly will help to resist and transfer the lateral forces on the structure. For this particular structures size and location the double 'top plates of all walls shall be lap=spliced with end joints a minimum'of 6`feet apart and contain(16) 16d common nails per each side of the top plate splice. The top plates shall overlap at corners of the structure and all intersections of interior or exterior load bearing walls. This will help to evenly distribute the lateral forces generated by the wind on the wall diaphragm. To help transfer the forces into the floor, ceiling or roof framing,the use of solid blocking, in the floor, ceiling and roof framing is required. Blocking and connections shall be provided at panel edges perpendicular to floor and roof framing members in the:first two bays of the floor and ceiling joists and rafters. The blocking shall be spaced at a maximum of 4 feet on center. This blocking helps to transfer the lateral loads into the floor and roof systems and distribute them evenly into the assemblies. The wall studs that are used for the gable end walls shall be full height 2 x 6 studs that extend from the bottom plate to the top of the gable end wall continuously. All bottom plates of the wall assemblies shall be attached to the floor framing members using 16d common nails spaced and staggered!"on center. The roof assembly itself shall consists of 2x10 rafters spaced 16" O.C. witli 5/8" CDX sheathing, and the roof shingle system applied to the sheathing must meet the wind velocity specification for the 110 mph zone.The roof rafter system of the structures sits upon the top plates of the walls below. The'rafters must be connected to the wall below to help resist the uplifting and lateral forces on the roof system. The most efficient way to help resist the uplift on the roof system is to connect the rafters to top plate, and wall studs. For the connection of the rafters to the wall framing members I recommend that you install (1)MTS30 or(2) . -H2.5T connected to each rafter and attached to the top plates of the walls below. The rafters may be toe-nailed into the ridge beam,but additional fastening is required at the ridge. You may either fasten the opposing rafters together by applying a Simpson LSTA strap over the plywood and across the top of the ridge beam and sub-ridge. Another option is installing a 2x6 ridge tie across the rafters immediately below the ridge and fastening them to the rafters with a minimum of eight(8) 1 Od common nails. If you decide to use a pre-manufactured truss roof system,the truss system should be pre- engineered by the truss manufacturer to resist the uplift and lateral forces generated on the roof assembly during high winds. The pre-engineered roof truss system of the structure will sit upon the top plates of the structures existing exterior walls. For the proper installation of the pre-engineered roof trusses and gable end wall trusses, I recommend that you follow all specifications provided by the truss manufacturer for the proper installation of the truss tie-down connectors and blocking required for meeting the wind velocity specification for the 110 mph zone. If the truss manufacture has not specified truss tie-down connectors to connect the trusses to the top plates of the walls, I recommend that you install (1) Simpson H10 series hurricane anchor to each truss, secured to the top plates of the wall below. The sheathing of a structure is a critical element in creating an enhanced wall system that resists the forces on the wall. For the sheathing of the walls I recommend that you utilize 1/2" CDX plywood sheathing for the exterior walls typically. The plywood should be applied horizontally with vertical joints offset and minimum of 32"between lifts. Horizontal 2x blocking for nailing the plywood edges should be provided within 48"of outside corners. The plywood should be fastened to the sills,rim joist and the wall studs with 8d nails spaced and staggered at no more thaw_47.apart around the edges and no more than 12" apart in the field of the sheet. If the plywood is applied vertically it must span from the sills to the top plates of the walls as one sheet. The plywood should be fastened to the sills, rim joist and the wall studs with 8d nails spaced and staggered at no more than 4"apart around the edges and no more than 12"apart in the field of the sheet. The construction of the covered porch, and deck is of similar construction and design to the main structure. The covered porch, and deck are open-sided wood structures that are attached to, and supported by the house along one side. The covered porch and deck shall be supported at the outer edge by structural wood columns which are supported on a 10"thick frost walls that is supported on a continuous concrete footing. If you decide to use piers to support the deck or covered porch, the pier footings should consist of`Bigfoot"bell footings or spread footings cast at or below frost depth that support 10"or 12"diameter"Sonotube"piers. The pressure treated posts of the covered porch and deck shall be a minimum of 6x6 pressure treated posts. The posts shall be connected to the frost walls or piers in all locations and be connected to the beams through the use of manufactured connectors. The connection between 6x6 wood columns and the frost wall or piers is a critical component of the overall design to resist the lateral and uplifting forces on the structures. For the connection of the posts to the frost wall and or piers where the superstructure is open and lightly framed I recommend(1) Simpson ABU66 per post, secured to the posts and anchored to the top of the piers or frost wall following all manufactures connection specifications. The framing connection between the posts and the beam assemblies shall be reinforced with Simpson BCS Series column caps one per post to beam connection. The joists shall be attached to the framing members of the main structure with joist hangers and a ledger board. The ledger board shall be attached to the framing members of the main structure using a minimum of(2) lag bolts or ledger-lag screws and washers (2) fasteners every 16" on center secured into solid framing members of the main structure. The deck joists shall be attached to the ledger board using the appropriate sized joist hangers and following all manufactures specifications for nailing requirements. If the joists rest on the beam,the beam to joist connection should be reinforced with(1) Simpson H1Z per joist connecting the joists to the beam. Where the covered porch rafter sit on the beam the connection between the beam and rafters shall be reinforced with ,,Simpson H2.5T rafter clips. The balance of the porch and deck framing can be of ordinary materials and methods. The sizes given for all nails are common wire sizes. Box and pneumatic low carbon nails of equivalent diameter and equal or greater length to the specified common nails may be substituted if they meet the size requirements. All mechanical connectors shall be installed following all manufactures specifications for proper installation and nailing requirements. The balance of the proposed framing scheme is consistent with the requirements of the Building Code, and if constructed as specified herein, consistent with the plans, and according to good construction practice,this residential building envelope, will meet the structural requirements of the Massachusetts State Building Code, Seventh Edition. If you have any questions regarding this report, or if you require additional information, please do not hesitate to call. Very Truly Yours, Michael R. Shaheen kj.r of 44,4 s 9 BER M. s� , R m o. 6770 TRUC*UPAL AWC Guide to Food Construction in High Wind Areas: 110 mph Find Zone 'Massachusetts Checklist for Compliance (780 CMR 5301.2.1.1)1 ASAPDesign Engineering & Co., Inc. Mark&Diane Bradford Project No.2008-295 258 Poponessett Road Cotuit,MA 02635 Q Check Compliance 1.1 SCOPE WindSpeed(3-sec.gust).................................................................. ................................................ 110 mph Q WindExposure Category.................................................................. .............................................................C Q 1.2 APPLICABILITY Number of Stories(a roof which exceeds 8 in 12 slope shall be considered a story) ....... 1 stories _<2 stories Q RoofPitch ...........................................................................(Fig 2) ...............................................6:12<_ 12:12 Q Mean Roof Height ..............................................................(Fig 2)...................................................15 ft <_33' Q Building Width,W ...............................................................(Fig 3).................................................. 28 ft <_80' Q Building Length, L...............................................................(Fig 3)...................................................48 ft _<80' Q Building Aspect Ratio(L/W) ...............................................(Fig 4)..................................................1.71 <_3:1 Q Nominal Height of Tallest Opening2 ...................................(Fig 4).....................................................6'8"<_6'8" Q 1.3 FRAMING CONNECTIONS General compliance with framing connections....................(Table 2)................................................................ Q . 2.1 FOUNDATION Foundation Walls meeting requirements of 780 CMR 5404.1 Concrete.............................................................................................................................. Q 2.2 ANCHORAGE TO FOUNDATION1,3 5/8"Anchor Bolts imbedded or 5/8" Proprietary Mechanical Anchors as an alternative in concrete only Bolt Spacing—general ..........................................(Table 4)..................................................... 36 in. Q Bolt Spacing from endfjoint of plate.............................(Fig 5).......................................... 12 in.<_6"—12" Q Bolt Embedment—concrete.........................................(Fig 5)................................................... .7 in.>_7" Q Plate Washer................................................................(Fig 5)..............................:...............>_3"x 3"x'/<" Q 3.1 FLOORS Floor framing member spans checked ...............................(per 780 CMR Chapter 55)................................... Q Maximum Floor Opening Dimension...................................(Fig 6)....................................................10 ft<_12' Q Full Height Wall Studs at Floor Openings less than 2'from Exterior Wall(Fig 6)....................................... Q Maximum Floor Joist Setbacks Supporting Loadbearing Walls or Shearwall................(Fig 7)....................................................... 1 ft <_d Q Maximum Cantilevered Floor Joists Supporting Loadbearing Walls or Shearwall................(Fig 8)....................................................... 1 ft <_d Q FloorBracing at Endwalls....................................................(Fig 9)................................................................... Q Floor Sheathing Type ........................................................(per 780 CMR Chapter 55)............................T&G Q Floor Sheathing Thickness .................................................(per 780 CMR Chapter 55)............................%in. Q Floor Sheathing Fastening..................................................(Table 2)...............8d nails at 6 in edge/6 in field Q i AWC Guide to Wood Construction in High Wind Areas: 110 mph Wind Zone Massachusetts Checklist for Compliance (780 CMR 5301.2.1.1)1 d ,d Engineering & Design Co., Inc. 4.1 WALLS Wall Height Loadbearing walls........................................................(Fig 10 and Table 5)...............................8 ft <_10' Q Non-Loadbearing walls...........:....................................(Fig 10 and Table 5)...............................8 ft <_20' Q Wall Stud Spacing ........................................................(Fig 10 and Table 5).....................16 in.<_24°o.c. Q WallStory Offsets ........................................................(Figs 7&8)............................................... 1 ft <_d Q 4.2 EXTERIOR WALLS' Wood Studs Loadbearing walls........................................................(Table 5)..........................................2x6-8 ft 0 in. Q Non-Loadbearing walls................................................(Table 5)..........................................2x6-8 ft 0 in. Q Gable End Wall Bracing' Full Height Endwall Studs............................................(Fig 10)................................................................. Q WSP Attic Floor Length................................................(Fig 11)................................... full attic floor>_W/3 Q Gypsum Ceiling Length(if WSP not used)......................:..(Fig 11)..................................Full Ceiling >_0.9W Q and 2 x 4 Continuous Lateral Brace @ 6 ft.o.c. .. (Fig 11)...................................I.......................... Q or 1 x 3 ceiling furring strips @ 16"spacing min.with 2 x 4 blocking @ 4 ft. spacing in end joist or truss bays Q Double Top Plate Splice Length ........................................................(Fig 13 and Table 6)........................................6 ft Q Splice Connection(no.of 16d common nails)..............(Table 6)........................................................... 16 Q Loadbearing Wall Connections Lateral(no. of 16d common nails)................................(Tables 7).............................................3 Per Stud Q Non-Loadbearing Wall Connections Lateral(no.of 16d common nails)................................(Table 8)...............................................3 Per Stud Q Load Bearing Wall Openings(record largest opening but check all openings for compliance to Table 9) Header Spans ........................................................(Table 9)..........................................9 ft 0 in.<_11' Q Sill Plate Spans (Table 11'9)..........................................9 ft 0 in. <_ Q Full Height Studs (no. of studs)....................................(Table 9).............................................................3 Q Non-Load Bearing Wall Openings(record largest opening but check all openings for compliance to Table 9) Header Spans.............................................................(Table 9)................................:..........9 ft Oin._< 12' Q Sill Plate Spans...........................................................(Table 9)..........................................9 ft 0 in.<_12" Q Full Height Studs(no.of studs)....................................(Table 9).............................................................3 Q Exterior Wall Sheathing to Resist Uplift and Shear Simultaneously4 Minimum Building Dimension,W Nominal Height of Tallest Opening2 ...........................................................................6'8"<_6'8" Q SheathingType..............................................(note 4)..........................................................CDX Q Edge Nail Spacing.........................................(Table 10 or note 4 if less)..............................4 in. Q Field Nail Spacing..........................................(Table 10).....................................................12 in. Q Shear Connection(no.of 16d common nails)(Table 10).............................................3 Per Foot Q Percent Full-Height Sheathing.......................(Table 10).........................................:...........41 % Q AWC Guide to Food Construction in Nigh Wind Areas: 110 mph Wind Zone Massachusetts Checklist for Compliance (Igo CMR 5301.2.1.1)1 ASAPDesign Engineering & Co., Inc. Nominal Height of Tallest Opening2.................................................................. 6'8"<6'8" Q Sheathing Type..............................................(note 4)..........................................................CDX Q Edge Nail Spacing.........................................(Table 11 or note 4 if less)..............................4 in. Q Field Nail Spacing able 11 .........................12 in. Shear Connection(no.of 16d common nails)(Table 11).............................................3 Per Foot Q Percent Full-Height Sheathing.......................(Table 11).....................................................15% Q 5%Additional Sheathing for Wall with Opening>6'8"(Design Concepts).................... Q Wall Cladding Rated for Wind Speed?.............................................................. ................................................ 110 MPH Q 5.1 ROOFS Roof framing member spans checked?........................(For Rafters use AWC Span Tool,see BBRS Website) Q Roof Overhang ...................................................(Figure 19) ..... 1ft or less <_smaller of 2'or U3 Q Truss or Rafter Connections at Loadbearing Walls Proprietary Connectors Uplift................................................(Table 12).............................................U=358 plf Q Lateral.............................................(Table 12).............................. ................L=208 plf Q Shear...............................................(Table 12)...............................................S=91 Of Q Ridge Strap Connections, if collar ties not used per page 21... (Table 13).................................T=284 plf Q Gable Rake Outlooker..........................................(Figure 20) ..... 1ft or Less s smaller of 2'or U2 Q Truss or Rafter Connections at Non-Loadbearing Walls Proprietary Connectors Uplift................................................(Table 14)..............................................U=492 lb. Q Lateral(no.of 16d common nails)...(Table.14).......................................L=207 lb. Q Roof Sheathing Type...................................................(per 780 CMR Chapters 58 and 59) ............ Q Roof Sheathing Thickness........................................... .....................................5/8 in CDX.>_7/16"WSP Q Roof Sheathing Fastening............................................(Table 2)...............................(6" Edge 6"Field)8d Q I - AWC Guide to Wood Construction in High Find Areas: 110 mph Find Zone ` ' Massachusetts Checklist for Compliance(780 CMR 5301.2.1.1)1 AWtsign Engineering & Co., Inc. Notes: 1. This checklist shall be met in its entirety,excluding the specific exception noted in 2,to comply with the requirements of 780 CMR 5301.2.1.1 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 8 ft.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 figures below:Vertical and Horizontal Nailing for Panel Attachment AWC Guide to Food Construction in High Wind Areas: 110 mph Find Zone Massachusetts Checklist for Compliance (780 CMR 5301.2.1.1)1 AS*9Design Engineering & Co., Inc. ' •-WHEW THIS EDGE RESTS�N . FRAMIINGUS£Sd NUS AT Woc. ' —�..f1_-- —IT 11 11 1 11 11 1 ! II It 1 Y 1-I i 11 11 11 II II /1 It 1 11 11 1 11 11 li 1-I ,r 1 11 11 11 Il 1 IV ,C 11 II 1 1 11 II.F I ii ii 4 m 1 Q !1 ii m 1 11 a 1 2 W h n Q II 11 I g 1 a. 1 It] I1 1 11 11 1 1 Q 11 Ir 1 I � YF ii 11 11 J ii It ¢ 1 1 Q 11 i t IL fu 1 I 11 71 1 Id t It rl 11 rl n 11 11 t IJ,►. Llr O UOUEDGE MAILSPACM i PAiNEt d See Detail on Next Page Vertical and Horizontal Nailing for Panel Attachment I AWC Guide to Food Construction in Nigh Wind Areas: 110 mph Wind Zone Massachusetts Checklist for Compliance (7so CNm 5301.2.1.1)1 d d LD Engineering & Design Co., Inc. a i 1 WN 2Q i 1 i 1 }1 1 1 1 r1 1 1 Ir 11 ti [F I m I I as B4 l) II FRAMING MEMBERS ' t i EDGE KFERMED1AT£i 1 1 1 1 Z 1 1 2 I1 1 STAGGERED 3*MNI WLPATYMN j PANEL PAWL EDGE DOUBLE NAIL EDGESPACW G DEfAL Detail Vertical and Horizontal Nailing for Panel Attachment a�J r2opo ne SSe Vn "ZiI,WRLL 0 to Fwo! 1 �k i ?�w e ! a Q z f. � Cl. JO ............... 771 0 0 02 1 6'S j m eiV T c ��43�rn�iUT Ct'/LI�G- C � h -To Be �'9 110 [i911PH EXPOSURE B WINID ZONE Table 2. General Nailing Schedule Roof-Framing - Blocking to Rafter(Toe nailed) 2-8d i 2-10d each end m Rim_Board to Rafter(End-nailed) 2-16d 3-16d each end Z Wall Framing • -.�,-s"�. M a Top Plates at Intersections (Face-nailed) 4 16d 5-16d, I" at joints r Stud to Stud (Face-nailed) 2=16d 2=16d" • 24°o.c. "Header to Header(Face-nailed) - 16d •16d ' 160 o.c.alongedges: M ,Floor Framing w - - Joist to Sill,Top Plate or Girder(Toe-nailed)(Fig. 14) 4-Bd 4=10d µ' per foist yy Blocking to Joist(Toe-nailed) 2-8d 2710d each and., A Blocking to Sill or Top Plate(Toe-nailed) ry - 3-16d 4-160 each block Z Ledger Strip to Beam or Girder(Face-nailed) 3-16d- 4-16d each joist Joist on Ledger to Beam (Toe-nailed) = 3-8d., 3=10d - =per joist f E Band Joist to Joist(End-nailed) (Fig.'14) 3-16d 4-16d" per joist r Band Joist to Sill or To Plate Toe-nailed (Fig. 14 r 2-i$d. .-. i p ( ) per foot f 3 16d�, oof Sheathing ' R - ` Wood Structural Panels rafters or trusses spaced up to 160.'6.c. 8d 10d 60 edge!60 field 8d t rafters or trusses spaced over 16°o.c. 1od 40 edge/40 field gable endwall rake or rake truss w/o gable overhang 8d 10d $°edge/6".field gable endwall rake or rake truss w/.structural 8d 10d_ W edge'/6"field. I outlookers , gable endwall rake or rake truss w/lookout-blocks 8d I 1Od W.edge field Ceiling Sheathing _ Gypsum Wallboard A 5d coolers• 7°edge 110'field Wall Shoat hing Wood Structural Panels studs spaced up to 240 o.c. 8d z 10d . ~ 6 'edge IT field§` 1/2 and 25/32 Fiberboard I Panels8d' k _ 3°edge/6'field e 1/2°Gypsum Wallboard 5d coolers- - � ` — .;�.7°edge/-108 field, Floor Sheathing - - fr - I Wood Structural Panels y, R 1°or less x 8d 10d 6°edge]12°field I Od greater than 1° � - - ) _ _ 16d 6" ed e/6"field 1 Corrosion resistant 11 gage roofing nails.and 16 gage staples are permitted,check IBC for additional requirements. _ Nails. Unless otherwise stated,sizes given for nails are common wire sizes.Box and pneumatic nails of equivalent diameter and equal or greater length to the specified common nails may be substituted unless otherwise prohibited. AMERICAN FOREST cY PAPER ASSOCIATION - S. URU7LOAD R' i H I HeaderCaftnectfunm EVERYCRIPPLEOR FULLHEIGHrmo ASOVEAN OPENING SHALL9E CCNNE== N17H-,HE FOLLOWING CCNNE=SS RAFr'ERrRUS3--,G-opO,-ATE !CO-J 10 MP4'NINO-H2=A MNNEC^ON PEE TABLE OP PtATe Ov UO CC:lN�ON_� I J71-Im MPH-HE ?AE=—'m 3 1}wpOn-na 121•140 MPH WIND-M17S1Z ( P!.-ATF r0NNEC7QNS '"0 1 Aur-N UPPEq mo W/NING o�UO OF OPENING SEDIN AND eFam AZ''FRAMING ANGLE EACH �� '� is r—— =,JERJ'O1HER STUD--,0••7- P«.;;7c END OF HEADEF1 I I ! CONNIX7.ON PER i..BLE^ a r TOP e!ATE-M-1-'/—pTFi-r Ip OMINGS S;h=; i ; 1 j 1-110 RXIOR•JACK STUD I i I I SHALL -E CONNECM i0. j FULL.iEiGHr a3MOS aF OW HEAOEP--O-J.CK C'u0 i j ! PER FODTNDJ ca r:10&411 CONNE-nON PER TASL 1 TD iABL...SM:'TL= BILL'!41'nR F INOA11 ,I UoI i_cry*.rtJE_i`J 1. I \ �i I CDNNE-Mll i.� / S UD ABOVE AN AZ? AMINGAJJGLE=vC:i_iC / 1 OPWINGSHALL3ECCNNEC- OF7JINOGSVS:::vR `! I .T1 ;� ;i -0 iHE-EaOc 2J3TNW/CST6 OPeZINGS F-T AND L+5- 1 ! j t t i -OIL�'i RAP WJ(61 lod CCJ.1M0;: Zl AZ:FRAMING ANGLES I I I j i' JAIL:Jfr,CIE STJO AND S5i TOP AND EO1TCtd1 I I J 00 CC!AMON NAIL::N T O AECUIRED FOR OPENRIG7 :1.=FDEH 'u'flEyl c:.,'riAN 6'=f i ? I ." OOR- =tCOR S-mAPP!•IG 10 .OR:•tJG Eiu' �`r �` V/CZ'6=L:TnAP ca S�nY"iNG aT.:O OR Fc .:c FAMED ANGLE ZAC:'. OF?EAGER , + %SI 1 fi0 E'10 JJAIL.riPR I II i °JPEx11NGS5'0'-T 'IPLFTCQNNF�'nS':C- - I I I HEADS-�;ACKS�JO iEDUIfli'hV TdIS nE_i ?1 ( %W rl(He"'� �= 11 +- -MJNEr-,OU FE;ABL' II worl'aUE ..wrMT 1 i�(Cr?.ILLnJJC:iC.'V+GL I I Oi•?c:Zy!NG;, ;EFAE: : I ( JF�L1 •��t+�1717n _c PER PAGc i engfn CY WE LGWEJI fTi ST;',iaS•.ffXFD - I c vomovs :AC:C a I Q-:u-=OUJJOn-11OTJ ;I I AM FRAWNG ANGLE EACH CDNN R POR o'L: E!D OFWINDOW SIL' POR �— . =QPEgINGS o T AND LESS, (2l A23 FRAMING ANGLES rMP AND 60TTOM3 REQUIRE POR OPEWNGS GREATL i iAN 6•-i LING aiUO-TJ SiL' ?IJ .JACK STUD-7D-SILL?11.T'c CONE 1 PER TABU- —�\ , i i I ! j I CDNNEC'7R PPERTABL nrry BILL I•T- �. •±� .'ACK S i7J0- -aI A r1R ! I 1J, i { I I EOUNOATION UPI IF . CONN=,ON KING 5 G4M-SILLPLATE — — 4-- I `•� �/ _ CONNEMR PER TMLE sff-7y &-.11IN SILL 31 ATE iq.1t 7-11VAIN-4••AA( ! (Z)1=67TMHOwSILL PLATEANCHOAS AND 8P5 REn ATZkCH,,:,=&RING STACKEQ AM Ql ci SMDASSHOWN OPsDNGS 49 HIGH 'NINC --AMING-TONNE:,�I!NN nnF y'y'O MPH EXPQSURE B' WIND ZONE 3 Full Height Studs-Full height studs shall meet the same requirements as exterior wall'studs 0 uble Top Plate selected in Table.5(See page 12).The minimum number of full height studs at each end of the header shall not be less Plate Uplift Strap than half the number of studs replaced I Refer to Table T or 8 p , I (psgstaorts) by the opening, in accordance with Table I i 9.Full height studs shall be permitted to p Double Header. ' replace an equivalent number of jack studs, when adequate gravity connections Full y Jack Stud Fe provided_ Height i Header Uplift Strap • Stud Window SIII Plate I Refer to Table 9 Window Sill Plates, Maximum spans for window sill plates used in exterior walls shall not exceed the spans given in Table 9. I I i Strap to J Connections around �N `: Foundation all Openings. ! , Header and/or Girder to Stud Connections. Headers and/or girder to stud connections shall be in accordance i f with the requirements given in Table 9. Bottom Plate Window sill plate to stud connections shall be in accordance with the requirements given in Table 9. Top and Bottom Plate to Full Height Figure 77. Studs and Headers Around Wall Openings Studs. Each full height stud shall be connected in accordance with the requirements given in Table 9. Table 9. Wall Openings-Headers in Loadbeanng Walls �:i+"y •. � :.:ni111::1i1r::,1� ".!✓.:vi ui 11 :11" _ Header Span (ft.) Number of Full-Height Studs Uplift(lb.) Lateral (lb.) 1.1.1-• fill •I.i • :ri s p - Z 2--2x4 1 ! 3 27- � 132 � • 2-2x4 2 416 I 1 4 982-2x4 2 ' i 554 I 264 I 5 2-2x4 3 i 693 330 E 6 2-2x6 3 ' 831 i 396 T j 2-2x8 3 970 462 8 2-2x12 i I 3 i 1,108 528 j 9. 3-2x10 3 10 1,247.: 594, 3-2x12. 4 11385 ! 660 11 4-2X10 4 1,524 - 726 AMERICAN WOOD COUNCIL f Tension Iles ..• 1 � 02,11�, , i, VNwF* fifs product is prelerable to similar connectors because of o W a/easier installation.trl higher loads,cl lower installed cost, or a combination of these features. I V—W The HOU series of holdowns combine the advantages of o low deflection and high capacity from the pre-deflected geometry with Post sae by the ease of installation of Simpson's patented SDS screws,• ° Designer HDU SPECIAL FEATURES: 0 a •Pre-deflected body virtually eliminates deflection due to material stretch. •Uses SDS screws which install easily,reduce fastener slip, I p m. of °pilot Holes for Io and provide a greater net section area of the post Manufacturing o H compared to bolts. I o Pressure-treated Purposes o barrier may be •SDS'/4 x2'/z'screws are supplied with the holdowns. (Fastener _ required (Lag screws will not achieve the same load.)This ensures the not required) l Proper fasteners are used and is convenient_for the installer. . ✓ •No stud bolts to countersink at openings. - MATERIAL:See table FINISH:Galvanized ; INSTALLATION: •Use all specified fasteners.See General Notes. I ° •Place the HDU over the anchor bolt. fRe r •No additional washer required. •• •To tie multiple 2x members together.the Designer must determine the fasteners required to join the members to act as one unit HDU x ' without splitting the wood.See page 20 for SDS values. Vertical HDU Installation •See SB and SSTB Anchor Bolts on pages 25-27 for anchorage options. •SDS screws install best with a low speed high torque drill For holdowns,per ASTM test standards.anchor bolt nut should be with a W hex head drives finger-tight plus'/3 to 1/2 turn with a hand wrench.with consideration •Refer to technical bulletin T-ANCHORSPEC for post-installed given to possible future wood shrinkage.Care should be taken to not anchorage solutions(seepage 187 for details). over-torque the nut. Impact wrenches should not be used. CODES:See page 12 for Code Reference Key Char. -- Dimensions(in.) Fasteners Minimum Allowable Tension Loads(lbs.) Model 1 No. Ga Wood (133/1601' ' I Anchor Member Code W i H ; B I SO - Bolt Dia. = SDS Thickness' j i Deflection at Ref. l DFlSP SPF/HF 'able Load" Screws i HDU2-SDS2.5 i 14 3 8"/,s i , tin.} iin.i i 374 1/4 13/a '% 6-SDS Y<"x2'.'z. (in.) HDU4-SDS25 1 14 3 ?ipsyei 31/4 1'/, i3i ;i 3 '--1 _ e e 10-SDS 14'x2'.-' , HDUS SDS2.5 i 14 i 3 ! 133/,6 f ' 1,/, 1 s - ` ! 2.22� 3/4 , �i ire 14-SDS /Wx2''z' -� �- HOUB-SOS2.5 I 10 j 3 j j , i 1 j 165/a j 3h i 1114 i'/z 20 SDS 5980 1 430E 7871'D HDU11 SDS2.5 ' 10 3 122%! ! . 3'h ii z 1 _ 1- 14630-SDS _ fid6E - i t4-SCS2.5 j i 3 2S?16 3'h i 19.,6 195e 1 ! 36 oi;S._'x2'= ` 7!.` 143909 j 10360 ii- 1.Allowable loads have been increased for earthquake or wind load durations with Sla 1492589 j 10745 ;7i- i _ no further increase allowed:reduce where other load durations govern: longer than 5'shall be added to haldown deflection. 2.The Designer must specify anchor bolt type,length7.Taouiated loads may be doubled when the H and embedment. DU is installed an opposite sides _See SB and SSTB Anchor Bolts(page 25-27). of the wood member provided either the post is large enough to prevent 3.Structural composite lumber columns have sides that show either the wide face or the edges screw interfe encesscrew interference or the holdowns are offset to eliminate of the lumber strands/veneers.Values in the tables reflect installation into the wide face. 8.Noted HOU14 allowable loads are based an a 5'h"wide post(6xt1 min.). ` a 4.Past design the Specifier.Allowable load values are based on a minimum wood member All other loads are based on 3'h"wide post in, thickness in the direction of the fastener penetration.Poses may consist of multiple Ix 9.Requires heavy hex anchor nut to achieve tabulated loads. _ members provided they are a ins' ed to act as one unit independently of the hoedown 10.Allowable loads are based on criteria in ICC-ES AC 155.Therefore.they fasteners.Holdowns shall he installed centered along the width of the attacned post. are the towel of the strength determined from the test value an a wood jig 5.Tension values are valid for holdowns flush and raised off of sill plate. 5.Deflection at Highest Allowable Tension Load includes fastener slip,holdown divided by 3.0.the load at the AC155 deflection limit.and the fastener elongation,and anchor bolt elongation(L=5').Additional elongation of anchor bolts cafculatian based on the 2005 NOS. . o 0 1 , � The RP6 retrofit plate fits on the outside of masonry miidings,and helps tie the walls to the roof or floor structure vith a 3/4"diameter rod: t3/,e" ntmee� INiSH:Simpson gray paint.Optional hot-dip galvanized finish: 6• - see Corrosion Information,page 10-11,and specify HOG. \` 7ATERIAL:3/e•Steep Available with additional corrosion protection. Check with Simpson. ISTALLATION:Use a 34 diameter rod. �53/4"_V 1 �\ Typical RP6 Installation RP6 \� Gancratet:brmectors:�ahcharsr _ - „ r •r CU % 9 RFBS are clean,oil free,pre-cut threaded rod.supplied with nut and These products feature additional corrosion orarection. 1-vasher.Offers a complete engineered anchoring system when used with _ Additional products on this page may also be available M Simpson adhesive.Inspection is easy;the head is stamped with rod with this option.check with Simpson for details. length and"No Equal"symbol for identification after installation.• g MATERIAL'A307 Grade C I Leg�h soft Model No. ( L FINISH:Zinc Plated(unless otherwise noted),available in HOG I (in) Diameter (per ASTMi A153);Stainless Steel(RFB#5x8SS onlyj. RFBr aX4 t j 1/2 See page 32-35 for application information and request technical lot RFB#4X5 5 i o VJ bulletin'ANCHORS?EC for additional product use information ! - RFB4X6 h ix (see page ;87 for details). i RF54X7 ; +/ .3W1 RFU1010 3Wi RF3#4x8HOG-a 8 I- i �j RFB#5X5 - �s i RFBfir5X8 8 - L �! RFB#5X10 10 1 va f RFBp5X12HOG-a 3 i RFB25X16 r•�.. Yvwuw9v �uuc:,au�w V' RFB26X10.5 10+h RFa z 1.RFi3;4X8H0G-R and RFH#SX12HGG-R are oniv available with a hot dip oaivanizea finish.:ney are retail packaged "ani are sold 16 aer canon. 2.Washer provided on ail RFB;except AF6#5x8SS). �t lil i�~�1 �fi .n,a•• ,� Simoson couoier nuts are a tested and!oad rated method to join threaded roo ana anchor bolts.'Witness' pies in the nut oroviae a means to verify•:fnen rods are progeny instaited.The positive stao `eature helps ensure even:hreaoin into?= i e,^, r• e g ..cn:nil;.f;h,, t.t.�,JW'_ no exceed the caoacir/of corresponoing.;S T iw1. 36 hafts and:rre;oec i i i cen,dicancn i :[•��o;caes en tog.:-SCCJW's meet and axcaed the caoac:t<.,of cotre..pcnoinp.;S—'rA I :.ucie s A4=9 bolls and threaded f0o.1JnTaCt Simosan Sttcng-:�e for-ether - ��.� Min. ^itaess' COUOier nut S'�eS. y;cries ; I fia;es FINISH:Inc °ted INSTALLATION: ISM; I •Tighten the-two rods umil each ail-Mreaa rod is fisibie in the:•fitness hole. •For non-hot diooed galvanizes all-thread rod oniv. CNW HSCNW •W and a diameter coupiers avaiiabie:vith oversized Allows fast visual check High Strength threads for installation to hot-aid galvanized baits for correct all thread Coupler Nut (order C,VW=b-0STand CiVW3i-%a0S7). rod installation CODES:See page 12 tar Code Reference Key Char. Allowable x Model Rod H Tension Capacity Code Blocking No. Diameter ; Min (Ibs.) Ref. not shown (100) for clarity i CNW�/z i 0.500 j J1h 3750 I CNWS/e 0.6251 17/s 5875 Witness Holes CyW?'d I 0.750 j 2'.'d 8460 CJW7/e i 0.875 j 21/2 11500 I` CNWt i 1.000 2?43 15035 45 c CPJW71/,, 1 1.250 3 23490 - i HSCNW?ra 0.750 ! 21'4 17495 - o. , - HSCNWI j 1.000 2?4 31100 - ti r- Transition Callipers CtJW�s-,h 0.625 to 0.500 1 1lk 3750 C;JWIi,, 0:750to0.625 I .5875 .r'.� 'o ''�.•, CNW i45 Transition CNW7/a-?% ; 0.875 to 0.625 ;12 5875 r Couplet Nut /�:.. CNW1-sie ; 1.000to0.875 I 2?r. 11500 1.Allowable loads may be increased as permitted by the applicable T Typical CNW building code. RIM Joist Installation 2."allowable loads snown are based on threaded rod ailowable load. �o FSCiFloor Spanr r As an alternative to coil strap,our new FSC-Floor Span Connector, connects upper floors to lower floors from the inside of the wall.The convenient obround holes make installation in narrow wall cavities easy. '"j 13W Installs with a-Ya'all thread rod,nut and washer(not included). — MATERIAL:See table o e FINISH:Galvanized s-- INSTALLATION: F', Nut and washer •Can be used on a single 2x stud, I reouired •Threaded rod,washers and nuts are not supplied with the FSC. •Use W threaded rod grade A307 or better,with matching nuts o o Max and cut washers. t 8" •FSC may be installed a maximum of 18'from the sill or top plates. 151(4, •Drill 1W to-/<'diameter hole through the plates for threaded rod access,hole should be located approximately 11/2'away from the face of stud used for FSC attachment. �. 4.; •Nails can be installed up to 30 degree angle with no reduction in load capacity. ! �l ,• CODES:See page 12 for Cade Reference Key Chart. mo Fasteners All Tension Load Model; Ga OF/SP SPF/HF Code J.— l NO Stud Anchor Ref. (133) ! (160) ' (133) (150) FSC Max. Pate.^.t Penaing 18'=5C 12 15 i0dx1?/z ls'ATR 1830 ; 1830 1570 1570 146 1.The alfo,vahie loads have been increased 33%and 60%for iarthouake or wino loadina with no further increase allowed:reduce where other loads govern. 2.Load values are based an a minimum lumber thickness of 1%2'. +;Jut and 3.Standard cut washer is reduired with the Ye all thread rod. .-rasher ?.The FSC can be used on offset studs provided the horizontal offset reduired is no greater than 3'.Refer to flier F-FSC for more information see oage 187 for details). NAILS:10dx1 Ya=0.148'dia.x 1 vz long. Seepage 16-17 for other nail sizes and information. Typical.FSC Installation rr . IA The MSTC4883 and MSTC66B3 are pre-bent straps designed to transfer tension load from an upper story shearwall to a beam on 3• Min.2-2xor4x N lin.2-2xor4x the story below. MATERIAL:14 gauge m z FINISH:Galvanized a CODES:See page 12 for Code Reference Key Chart. .m. 38 Nails _ Min. Y Length 21' Start nails 38 Nails I I/T ub from end of stud .. Min. Dimensions Fasteners Allowable I 4Ar;3 Stan nails Length21" i •ors I IT up from -• . - Model Beam Beam j Tension Loads + :F. 6T•s end of stud T MS C66B3 :: �.; No. iWidthl0epth I Studs! OF/SP SPF/HF Ref .7- :+ :• V� No Nails y - i j(Min)((min) Face (Bottom' Post — No Nails Redd �" ; Req'd j I (133/160)I(133/160) _ --r Rime i _ 1MSTC48B3I 3 i 9Y 12-10dI j Joist • ; face Nails Face Nails N IMSTC66B3j 3'fz j 11�/a 1410d1 410d 138-10d 3930 j 3380 128 4440 1 3820 j Beam Beam p 1.Using fewer than 38 nails in the studsipost will reduce the capacity of e'the connection.To calculate a reduced capacity use 129 lb.per nail for MSTC6683 DFUSYP or 112 lb.per nail for HF/SPF. >`=:J' Installation _ 2.Nails in studsipost shall be installed symmetrically.Nails may he installed 2%, f;*- r,:' with Rim Joist over the entire length of the strap over the studs/post. - 3.The 3'wide beam may be double 2x members. A 4.MSTC4883 and MSTC66B3 installed over wood structural panel sheathing MSTC48B3 ` I up to W thick achieve 0.85 of table loads. i •—2rA•Pre-bent 5.Loads govern by the lower of.125'deflection from static tests on wood members,steel ultimate divided by 2.or the calculated nail values. Bottom Nails 6.NAILS:16d=0.162'dia.x 31/a'long,10d=0.148'dia.x 3'long, MSTC4883 See page 16-17 for other nail sizes and information. Installation with I no Rim Joist tug,..yft. .. ..\ Aa' r's-''-.-zl•r is _,eye-: _;Ga •....,... z..: •.cad'::.'•+s�i.'iis.F � I ,�EEpE n nrW4 4 . Cw- this Product's prefetable to similarconnecforsbecause ofa)easierinstailation, {.� s b)higher Toads,cl lower installed cast,or a combination of These lealtires. 1'I°•i the stud to the top and bottom plates.All models can The Stud Plate Tie series offers various solutions for connecting �� ••••'• I make a connection to either the top or bottom plate,and several ar 6e used to e suitable f SSP double top plates and studs. suaear i Mt; The new TSP Twist Stud Plate offers higher loads in a tie that fastens on the 7,06�932U.S.Pate t side of the stud to reduce interference with drywall installation.Suitable for both ! !top plate and sill plate applications. MATERIAL.:DSP/SSP/SPH-18 gauge;TSP-16 gauge:all others-20 gauge FINISH:Galvanized.Some products available in ZMAXe finish; j •s j see Corrosion Information,page 10-11. INSTALLATION:•Use all specified fasteners;see General Notes. •TSP/DSP/SSP---sill plate installation-fill all round holes. Typical SSP Installed to Sill Plate •TSP/DSP/SSP-top plate installation-fill all round and triangle holes �8 (DSP similar for Double Stud) •SP--one of the 1 Old common stud nails is driven at a 45°anale through the stud into the plate. CODES:See page 12 for Code Reference Key Chart.. (I. I1 71ese products are available:vith additional corrosion protection.Additional oroauas i J 1 on this page may also be available with this option,check with Simpson for delaiis. • DSP sl! Plj I o o Typical DSP U.S.Patent J (' ='' Installed to l ! � I I Dim. Fasteners Allowable Uplift Loads 7,065.932 �. I Tap Plate 'Model 133/1501 '} I !!! (SSPSimitar No. i i i Double ' Code 1 6,' °" :a t !W' L ! Studs ' Double Single i Single Sill Plate Ref..; I i for Single Stud) !Top Pfatei SIf Plate Too Plate OF/SP/SPF:OF/SP'SPFiHF ° 4-10dx131.3-10dx1lii - 350 SSP 1 sj6?!6 - =1 10dx1?�z - 420 32= 1 4 1Dtl 3 tad !' z�,. t 1-tOd 455 120 /a ;8 i0dx1' . 4i °G' d-1Udx11 o 0 �! OSP •2: 6'11.6 - 2-10dxl1,12 - - 660 =a5 > ' 8 i0d 6-10d - 82° - �';° r 2--?Oa 825 300 6-10dxlll i - 3-10dx114 - 395. 345 r gs! TSP s1'fti 73/a, 3710d i 305 370 ! I,' •`' '6-i0dx1141 v I -10dx1'/z - i55 i '° P Installed J 1.Allowable loads have been increased 33%and 60%for=arthquake of:rind ;�si j( I to S Typical 7Sill Plate no further increase allowed. loadina; 2.When cross-grin bending or cross-grain tension cannot be avoided.mec larocai I! Typical TSP Installed elowable loads to resist such forces should be considered. t0 Top Plate F___ y F? 3.allowable loads for DSP installed to a nm joist are 660 lbs.(OFiSP),545 ibs. Sr:1!Fi TSP 4.Noted values only aup!y to DFiSP members.For SPF values.multiply by 0.86.5.NAILS:1 Od=0.148'dia.x 3'long,10dx1?4=0.148"dia.x 11/2'Iona. See page 16-17 for other nail sizes and information. (1)Typical I _ I` RSP4 `;lilt Model Dim. j i I Fasteners Allowable Uplift Stud to Single. ova Plate� Cade Z ; = No 1 W 1 L Stud(Widtbl + OF/SP i SpF a', Bottom Plate °, _ I Stud Plate - 1lISPi 13%z;Sys i 2x ? - i I (133)21(160)21(133)11 160) Ref. o o' U.S.Patent 6-tOd i 4-10tl 585 585 535 535 1,�. 1 ' 5.697.725 z ! SP2 !3h!6�6 12x (i[I _ - 6 10d 16?Od 890 1065' 605 505 t21 o r 1 (2)Typical RSP4 Stud to ! Q ISP3 ;4'k i 6�s i 3x ; 6-?Od ! 6-10d 890 1065 i 605•605 170 �o o' Double Tap Plate a �ISP4 i39/si 7ys 12x i 4x ;6-1 Odx1'k I - 735 i 885 ; 630`760 '121 2;� (See footnote?) y I Pi 14Yz 6-10d 14-10d 585 j 585 i 535'535 170 ' _! WISP6 15%i 73,1 2x 1 6x !6-10dxl'h--If i - 7,.5 ' 885 630 760 rsNa-� 4 Z z �ISPB h�si8 si 2x Sx i 6?Odx1'h I 3 7.121 ` , 7 5 : 885 i 630' 760 . Vt ,;1 n �ISPH4 (3s/+s1 8s/i 2x 14x 110-lOdxl'kl - 1240 1 1240 11065 i 1065 o' m = _=,i:cc !a• S° "* 12 i0dx1141 - 1360 1 1360 1 117011170 i O 0: �e i WISPH6 I5•/sj 9t/.j 2x 6x 10 lOdxi'hl - 1240 1 1240 .'•1065 i 1065 9 'x I 12-10dx1'kl 1360 1 1360 11170!11/0 6Z i23I o DISPHS I7s/,s�841 12x 1 !10-10dxl'hl 8x - 1240 i 1240 j 1065 i 1065 j 1 I 12-10dx1'izl - 1360 i 1360 11170 11170 ;'RSP4(2)1 2%1Y2 1 2x I _ 1 a-8dx1'h !4-Sdx1%z 315 -315 285 285 6.30. i II a • -� � - 112% 4 ' .Yz l 2x ! ' 4.8dx1'/z ;4 8dx1'/z 450 450 1370 370 99.1211 ° SP1 Nailing T m I.SPt.2.3 and SPS:drive one stud nail at an an" Typical SP2 gle 8.NAILS:10d=0.148-dia.:(,Iona, y �`� Profile Installation through the stud into the plate to achieve the table -10dx1'/a=0.148'dia.x 1?z:ong, SPl load(see illustration). 8dx1 Yz=0.131'dia.x 1!4':ong.See page d� 2.Allowable loads have been increased for earthquake 16-17 roc other nail sites and information.or mind loading;no further increase allowed.Reduce My� •nhere other loads govern. -1<_ ° !,?1• � ': 3.RSP4-see Installation details(1)and(2)for reference. ' 4.RSP4 F2 is 280 lbs.(installation 1)and 305 lbs. :, ... t (installation 2).Fi load is 210 lbs.for both installations. ^' --� Typical SP5 5.Maximum load far SPH in Southern Yellow Pine is 14901bs. cl o o I J Installed 6.When cross grain bending or cross-grain tension Typical SP4 cannot be avoided,mechanical reinforcement to ••_' o i � (SP3 similar resist such forces should be considered. / installed Installation 7.For retrofit application see technical bulletin 9 (SPH similar) °,?° �,j at double Typical SPH4 Stud to ;�f.r•at AP(see page 187fordetails). r- top plate) Single Bottom Plate 10611/01a15 - -' Earl+Side of Stud -H Seismic&Hurricaiire Ties These products are available with additional corrosion protection.Additional products on this page may also be available with this option.check with Simpson for details. Fasteners OF/SP j SPF/HF 1 Uplift Load I Model I Allowable Loads f UPlitt Load Allowable Loads with No. i Ga Te ;' l Lateral with 1 Lateral 8dx11Fi code To I To Uplift I 8dx1/z Nails; Nails Ref. l Rafters/ l Uplift i I Truss Plates Studs I (133/160) ; (133&160) i (133/16ni ' (133& f (133) (160) ! F1 1 F2 1 (133) ! (160) ; F1 1 Fy 160) j �I H1 ; 18 1 6-8dx114 i 4-8d j - 490 j 585 i 485 ! 165 455 1 400 ! 400 415 I 140 370 i �j H2 ! 18 j 5-8d ! - j 5-lid 335 j 335 ; - j - 335 230 i 230 ; - ; - 230 2,40,82,721,140 c i N2A ! 18 i 5-8dx11z i 2-8dxl1i i 5 8oxT!: 575 1575 -- -130 oa j 495 ;i 495 - 160 i �I H2.5 ; 18 i 5 8d 5 8d j - 415 i 415 150 150 415 ) 365 365 130 1 130- 365 2 6.40,82.121,140 i r� H2.5A ; 18 1 5-8d I 5-8d I - 600 ; 600 ; 110 110 480 520 j 535 ! 110 1. 110 480 40,122 _ i H2.5T 18 f 5 8d 5-8d I - 545 i 545 i 135 i 145 425 ! 545 1 545 135 1 145 425 146 1 Wi H3 1 18 I 4-8d i 4-8d i - 455 455 i 125 160 415 1320 320 1 105 j 140 i 290 2,40.82,121,140 �I H4 ! 20 ; 4-8d 4-8d ! - 360 ; 360 ! 165 ': 160 = 360 i 235 235, j 140 i 135 235 2,40.121,140 ; �i H5 ; 18 ? 4-8d 4-8d - 455 i 465 i15 ' 200 455 265 265 1 100 170 i 265 2,40.82.121,140 01 H6 1 16 i - 8-8d 8-8d 915 950 - - - 785 i 820 - i - - 5,41, ' H7Z , 16 ; 4-8d 2-8d 8-8d 930 ! 985 i 400 ; SOD 1845 345 - - 121.140 �I H8 i 18 5-10dx114 `5-10dxl%i - 620 I 745 75 -- - 530 565. ! 75 1 - - 125 WI H10 18 8-8dx11/z 8-8dx11/2 ` - 905 990 585 . 525- - 780 850' 505 i 450 - 9,121.140 HiOS ' 18 < 8 Sdx11n t 8 8dx11fz'- 8 Sd 1010 1010 545 . '215 550 870 870 470 i 475 �9 �! H 10 2 18 : 6 i0d t 6 tOd - 760 760 455 395 - �` 655 655 390 340 - 6.121.140 ®i H11Z 18 ; 6-16dx2',rz 6-16dx2'4: - 830 820 525 760 - 7'.5 i 715 450 '. 655 - 170 H14 18 1 12-8dx114 13-8d - i350 : 1350 515 265 - 1050 ' 1050 480 245 - 12-8dx11e 15-8d - 1350 1350 515 265 - 1050 1050 7480 245 - 125 1.Loads have been increased 33%and 600%for earihauake or:vmd loading 5.Hurricane;tes are shown instailed on the outside of the wall for cfanty.Installation on the :•rite no further increase allowed:reauca where other toads govern. inside of the:';ail is acceotaole isee Instructions to them :allernotes on page 14).For uplift 2.AIlovrabie loads are for one anchor A minimum rafter thicxness of Continuous_Ciao Path.connections in the same area(i.e.truss to plate connector and plate ro 21 must be used when framing anchors are installed on each side snip connecter;must be on same side of the:wall. of'he Joist and on the same side of the plate(e)(ception:connectors 6.�outhe-'!=;ne auowabte uDW-loads for H10A=1340 in,-.'and for 1-114=1465 lbs. installed such mat nails on 0000sfte sides don't interfere). T.Refer m iecnmcal builetin T-HTiEBEARING for H1.H10.H10S.H10-2.H11Z.H14 allowable 3..Allowable DFISP uplift load for stud to bottom piate installation is bearing enhancement loads(see Pape 187 for derailsi. 400 lbs.(1-125):390 lbs.(H2.5A1:360 lbs.(H4)and 310 lbs.f For SPF/HF values multiply these H81. S.4105 can nave:he stud offset a maximum of 1'from ratter(center to center)for a values by 0.86. reduced uplift of 890 lbs.(DHSP).and 765 lbs.(SPF). 4.Allowable loads in the Ft direction are not intended to replace 9.H10S naiis to plates are optional for uplift but required for lateral loads. diaphragm boundary members or prevent cross gram bending of 10.NAILS:16dz2'.z=0.162'dia.x 2'.4'long,10d=0.148'dia.f 2'long,10dx1',4=0.148'dia.x 11,J'long, the truss or rafter members.Additional shear transfer elements shall be 8d=0.131"dia.x 214'long,8dx11k=0.131'dia.x 11/2'long.See page 16-17 for other nail sizes considered where there may be effects of cross grain bending or tension. , and information. �d s H1 Installation H2A Installation H2.5.Installationl H2.5A Installation` H2.5T-Installation .� (H2 similar) (Nails into both top plates) (Nails into both top plates) (Nails into both top plates) U i fr Use a minimum yl ee two ad halts � m iD H4 this sine of truss vat•; a Installation Y : nails roared . nails iota' O '= H3 installation (H2.5 similar) truss) r (Nails into upper top plate) (see footnote 3) O H2.5T Installation •- ,. �'', ` '•• Two ad nails 4 into Plates. Eight ad ' . nails into O � studs H6 Stud H4 Installation H5 Installation to Top Plate ® H6 Stud to Band ® H7Z Installation (Nails into upper too plate)' (Nails intn hnih inn mi-- Installation Joist Installation •_ w�� w-Q ^:SUdps&T�as. �.:T'r'�u:.=�'��':=��-' :,�: •_�t_:�r�?+„t-� 1ri�c •c• �` �. � LTS/MTS./HTSTvist straps ID 4 Twist straps provide a tension connection between two wood I MTS Installation -r members.They resist uplift at the heel of a truss economically. ! as a Truss-to- The 3'bend section eliminates interference at the transition i Top Plate Tie 1 Typ- points between wood members. r N' 4 10• �I MATERIAL LTS-18 gauge;MTS-16 gauge;HTS-14 gauge _ FINISH:Galvanized.Some products available in stainless steel and ZMAX®finish;see Corrosion Information,page 10-11. :� =tom. .. L I .� INSTALLATION: •Use all specified fasteners.See General Notes. I CODES:See page 12 for Code Reference Key Chart. o � These products are available with additional corrosion protection.Additional products on this page may also be available with this option.check with Simpson for details. ''A Lrsiz 1s Fasteners' DF/SP Allowable I SPF Allowable (MTS and HTS Uplift Loads' Uplift Loads Model I p p Code I similar) No. I L` ( 10d I 10dxl1h- 10d ! 10dx1'h Ref. I 1011 I 10dx11/2 ! I (1331160)1(183)1(160)1(133/160)!(133)j(160) I ° .01L-,S12 12:.12-1-0d112,Odx1'h its i 720 1 720 665 ../! 620 620 3,28.39,104.'21,140 i LTSi6 161 i2 tOdl 12lOdxl'h 775 720 + 720 665 1620 620 MTS30 tu: ]*iLiS18 113:12 1,0dli2,Ddx1'h 775 i 720 ' 720 1 665 ' 620 . 620 3.39.121.140 + (HTS30 LTS20 20112-10dI12-10dxili T75 720 720 665 1620 620 similar) MTS30C ]-D'ATS12 121.1 10dI 14-10dxlya 1000 i 840 j 10001 860 i 730 360 'S.28.39.104.121.140 (HTS30C �liATSi6 16il4-t0dl.14 1t0dx11,12 1000 840 10001 860 730 ` 860 (' I .MTS 18 18 i 14-t0d 1 14-10dxlli 1000 840 i 1000 i 860 1 730 860 I ]Di.''•ATS20 20;14-10d1 t4-t0dx1'h 1000 340 110001 860 1 730 - 860 ' 39.121.140 +:ATS30 ZOi14-10d114-10dx1'h 1000 1340 ;10001 860 1 730 360 _ "U MTS24C;24 14-10d l 14-10dxt'.4 1000 840 1000! 860 1 730 860 1:0; 125 a MTS30C,30!14-10d 1 14-10dx1'iz 1000 840 1000: 860 i 730 860 vo! H T S i6 16 i 16-?0d 116-10dx1'h 1260 1 1005 i 1150 i 1085 1865 990 1 JDIHTS20 :20120?Odl 24 Cdx1/4 1450 i 1450 i 1450 f 1245 j 1245'1245 HTS24 `24120 i0d12410dx1'h 1450 ;1450 14501 1245 1245:1245 !� : TS28 °28120-10d124-10dxri4 1450 ;1450 j 14501 1245 1 1245•1245 62.123.i40 H Typical HTS30 :30120-10d124-t0dx1'h 1450 I1450114501 1245 1245 1245 MTS30 HTS30C.30i20-10di 24-10dx1'h 1450 1 14501 1450 i 1245 11245 1245 installation , 1.L75t 2 4hru LTS20.MT516 through MTS30.HTS24 through 4.All straps except the MTS30 ana HTS30 HTS30C;exceot HTS30)have additionai nail holes. have the twist in the center of the strap. 2.install half of the fasteners on each end of strap to achieve 5.Twist straps do not have to be wraopea over iuil loads. the truss to achieve:he toad. 3.Loads have been increased for earthquake or wind loading; 6.May be installed on the inside face of the stud. no iurther increase allowed:reduce where other loads 7.NAILS:10d=0.148'dia.x 3'long, MTS30 Installation govern. t0dx11h=0.148'dia.x 1?4'long.See page with I-joist Rafter f 16-17 for other nail sizes and information. •m HHHeay 1 t'0 y For fast.accurate installation of door and window headers and ' other crass members.HH header hangers can speed up the job, ✓3 w�, c1'h strengthen the frame,and eliminate the need for trimmers. I F1 x MATERIAL 16 gauge - ° " , FINISH:Galvanized t� ` INSTALLATION:Use all specified fasteners.See General Notes: ° ° F4 CODES:See page 12 for Code Reference Key Chart. HH4 i j 1 Fasteners Allowable toads I f fiF3 ` � �h° Model! W j H 1 (100)1 (133) Code ! j jn No , Stud i Header F1 I F2 ( F3 I F4 Ref. + L ! HN4 311212'w,e i 9-16d i 4-16d 1195 ! 710 710 ; 1085 3,39.38. t HH Load Directions P HH6 I Sh; rya ;12 t6d f 6 16d 1595 j 1065 j 1065! 1085 121 r+ 1.F.Loads may be increased up to 25%for short-term loading in F. wa accordance with the code. 2.The supporting post thickness must be a minimum of 2h'. 3.NAILS;16d=0.162'dia.x 31h•long. Typical HH See page 1 6-17 for other nail sizes and information. Y Installation -:V+�aW��' .�c;b::.L ,::�.;:.-�;y�Y�*:,, i.r� ?r .:r�#�r _• ".sr.-+ .a.--r.�+.�r.,•�+r.r i /- CODES:See page 12 for Code Reference Key Chart. l these products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson for details. z„6. End Distance Fasteners Allowable 1 Allowable I Model I Ga i Dimensions (Total) Tension Loads I Tension Loads Code 6.-=Beam and Stmo I i (OF/SF) (SPF/HF) Ref. j W L ( Nails (133) I (16o) i (133) (160) ^) LSTA9 ( 1Y4 j 9 8-10d 620 j 740 i J35 ! LSTAl2 j j 1'/a j 12 10-10d t 7 5 ( 925 1—`665 LSTA15 j 1'/4( 15 12-10d 930 I 1110 i Boo i 950 j ! ; ; 7,62.90.128 LSTA78 i 1'/d 18 14-1Od 1.085 j' 1235 i 930 I i1'0 ' 1 i ' ! j LSTA21 j i 1'/4 i 21 E 16-10d 1235- ; 1235 1065 1235 20'• I i LSt TA24 i 1'/a 24 ! 18-10d 1235 j 1235 ! 1200 I 1235 j ST292 ! I21461 9% 1 12-16d 1090 I, 126a ; 940 tt_"0 ( ST2122 ! 121./,s i 12134s 16-16d 1410 i 1530 i 72_ii Typical LSTA Installation ST2115 i j :K ! 16 s i0-1,6d 660 I 660 j 660 ;6U 3.39.88.104.128 (hanger not s;gown) ST2215- !21,6( 167+e 20-16d '350 1875 1590 i 1880 Send strap one time only I LSTA30 i 1% 30 22-10d 1640 1640 ! 1500 ! 1640 _ LSTA36 j 1'/4 I 36 t 24-iOd 1640 I 1640 .1640 i 1640 �'°2'90' 128 LSTI49 j 344 i- 49 32-10dx1'/2 2510 j 29T5 LSTI73 i ;3:%i 73 48-lodx1'/2 3i r0 I n 9.128 - MSTA9 ' i8 ' 1%j 9 8 lOd 635 - - -. ......./ — ... _ �i MSTAl2 , 11/ 12 . 10-10d 795 „� V I MSTA15 i'/4; i5 12-:Oil 9=5 ?13] s _ _ -_ Model Material Dim. Bolls Code �1 MSTA18 1Y4 18 14-10d 5 ;5 __ Na. Thickness; Rei. Ni MSTA21 1/4 21 16 1Otl .-70 _ _ __ 7.52.90.;28 Gauge W L-ay Oia i1 MsTa2a 1v4 24' 1v0 1�,; - :8. 4 _ 8 10d " 1640 -__ PS4185 7 ga _ 18- a '� 180 j®I MSTASO P/4 30 22 iOd '805 2050 -'_ -_: PS720i 641 20 8 *i MSTA36 %: 36 26 Od 2050 2050 2050 1.See cage;77`or':oaos associateo:nin PS strads. '. S T 6215 2156 i 16F,s 20-16d i 860 2095 i ST6224 2'./,6 1 23s/6; 28-16d 2540 2540 = q 2540 3.3. 38.1 04.128 ST9 16 ! 4 9 8-16d 715 385 i ST12 11'/4.` 11`:�S 10-16d 930 i :105 c60' j ST18 1 11K4i 17?% 14-16d 300 _ 1420 = 37 3.39.38.128 f 1v ST22 I ( 1?%121% . 18-16d 1420 1420 1420 1420 MSTC28 j 3 i 28% 36-1 6d sinkers 9950 ! 345- _c0 PS218 aria PSa,B MSTC40 3 40'% 1 52-1,6d sinkers 1.265 ) 1715 -5 _ 5 PS PS720 31A• ,l. j MSTC52 i 1 3 ! 52% !62-16d sinkers 4745 I 1715 9.23.128 ; y I MSTC66 1 3 ; 65:K 76 i6d sinkers 5860 5860 c55 1 5366 y� MSTC78 j 14 13 773'4 76-16d sinkers 5860 j 5860 I 5565 I 5860 y j ST6236 j 2:,8I3313A6 i 40-16d 3845 3845 j 3465 13845 3.39.88.104.128 j HRS"o (. his! 6 j 6-1 Od 525 j 605 j 455 ; 525 a HRS8 j 1% 8 j 10-10d 875 ( 1010 ( _ 760 i 380 128 HRS12 1% 12 j 14-1Od •1225 ! 141�r I 1060 1230 I ,, MSi TIZ6 i 2'As 26 1 26-10dx1'k 2380 I 2715 i :990 2325 12 -- MSTl36 1 21Rsl 36 ; 36 3295 3800 2755 32200 88MST148 2ii 48 48-10dx1'h 4390 5065 3670 .12819 ( ©�, ;; MS1f 11160 III60 2'/,s j 60 1 60-10dx134 5080 j 5080 i 1E9O 5080 j MST172 I 2N6 j 72 j 64-10dx1'k 5080 i 5080 j `5080 5080 3.39.121.128 1.Loads include a 33%or 60%load duration increase an the fasteners for earthauake or wind loading, Typical PS720 Installation- but DO NOT include a3390 stress increase on the steel capacity. ' 2 1Odx1'h'nails may be substituted where 16d sinkers or 1 Od are specified at 100%of the table loads. 3.10d commons may be substituted where 16d sinkers are specified at 1009, of table loans. 4.16d sinkers(0.148'dia.x 31/4 long)or 10d commons may be substituted where 16d commons are specified at 0.85 of the table loads. 5.USe half of the nails in each member being connected to achieve the listed:pads. 6.PS strap design loads must be determined by the Designer for each installation.Bolts are installed both perpendicular and parallel-to-grain.Hole diameter in the part may be oversized to accommodate the HOG. Designer must determine if the oversize creates an unacceptable installation. 7.For overlap splice details,refer to technical bulletin T CMST(see page 187for details). 8.Straps with 10d(0.148 dia.z 3)nails.spetdffed may be substituted with 10dx1'h(0.148 dia.x 1'h)with no reduction in load. 9.Tension loads apply for uplift when installed vertically, 10.NAILS:16d=0.162'dia.x 31/z long,16d Sinker=0.148'dia.x 3'/:long,I Od=0.148'dia,x 3'long. IOdx1'h=0.148'dia.x 1'h'long.See page 16-17 for other nail sizes and information. 14S Caps.&Bases: _..., The BCS allows for the connection of 2-2x's to a 4x post or 3-2x's to a 6x Post.Double shear nailing between beam and post gives added strength!The Lateral BC series offers dual purpose post capibase for light cap or base connections. 0 ~ z t MATERIAL:18 gauge ° FINISH:Galvanized.Some products available in ZMAX°finish; ° Pilot holes for , I see Corrosion Information,page 10-11. ° manufacturing lI I i INSTALLATION: Puoses • <ii (Do not install bottsl Use all specified fasteners.See General Notes. (TYP U ... •Do not install bolts into pilot holes. ° \ I I •BCS:install dome nails on beam:drive nails at an an rough angle through ! the beam into the post below to achieve the table!Dads 9 ✓N2 - . , °° •BC:instal!with 16d commons or 16dx2Y2'joist hanger nails. 0 •Post bases do not provide adequate resistance to prevent members BCS2-2/4 from rotating about the base and therefore are not recommended for U.S.Patent CS non top-supported installations(such as fences or unbraced carports.). 5,603.58o ease Flanges Typi Installation CODES:See page 12 for Code Reference Key Chart. easse ottom These products are available with additional corrosion protection.Additional products BC80 Half Base on this page may also be available with this option,check with Simpson for details. (other similar) h� Dimensions ! Allowable Loads Model ! Fasteners(Each Side) (133&160 wut j Pilot holes for ! j t i j ) Code i I manufacturing j Wt j Wz ; Lt Lz 1 Hi ; Hz ! Beam Post Base Ref. i purposes Flange Flange : Bottom Uplift :lateral ° (Do not instal CAPS bohs)lTyp.i BC4 39/,s;39I76 '2z/d ' 2z/e . 3 3 _ �� 316d 3 i6d 980 1p00 • Seam BC46 L__� ra JI2 ' 4�/d : 2'.ie : 37/2 212 ; 61fid 3-16d — 980 i000 �I Flanges 4 4 ! ° 4 3 3 ! 6 i6d i 6 i6d 980 1000 4 HZ \ °h ; 5%z 4?a i 43/e 33.'s 3% fi 16d s.6 i6d 3r' BC4 Cap/ 6 6 6 1050 'n00 87,i21Base a16d fi.i6d — : 00Postzz 7?z Tz 7'z 4 4 6-i6d 6 1fid e 34tie; 2?k : 2?% .2'`.5s i 27�,e i 4-i — 1800 ^000 Flanges y; i BCS2-3/6 i 45/ :59�,6- 1%d : 2'/d 3 i6 2'Siis i 6 i6d 3 i6d — 780 SC25' 800 : i_o5 33.122 if SC10 39/,d! 3— �� — ,. BASES ; i BC40R 4 — 4 — 3a ; _ — : i6d 4 16d i i$C460 5%z - — _-16d 4-16d �i; ® 3C60 5Yz : — — 3 — — _-16d 4-16d �. 'BC60R i 6 — ' Jz fi 3 — :-16d 4-16d. _=` --_ 170 ,C3,� ! — _ I — 16tl 4-16d -5G ' BC8 Ca6u p/ L_J�, Base- 1.allowable loads have been increased a of and ads for earthquake or wind loading with no 3.-as.,allowable taaas assumes nails have full pen? further increase allowed;reduce where other loads govern. 2.Structural composite lumber columns have sides that show either the.vide ace or the edges ion into sudoortind member.Loads ad nut apbiy to end drain ptost ns allauons. of the lumber strands/veneers.Values in the tables reflect installation into the wide face. g NAILS:e 1 =0.or o did.x 37/z'long,t in =0.148'did.x long. See page 16-17 for other nail sizes and information. / ' V _ Lally column caps provide adequate bearing length for larger girder reactions. Z IATERIAL 12 gauge FINISH:Simpson gray paint L ISTALLATION:•Use all specified fasteners.See Genera!Notes. t'"— W� 11'/2'�� •Ft the!ally column cap over the!ally column and attach to the girder. a 3OES:Seepage 12 for Code Reference Key Chart. ' i w s i I i Model ; ! ! Lal Column Allowable Loads 4• a No. i W Girder i Nails Outside Download I F Code t �[ OF/SP/SPF;LVL/PSL 1 (133) (180) Ref. y y �C4.5 3.5 45/d i Triple 2x10/12 8 i6d i 37/z 15820 ! i ( z Z CC4.5-4 ! 4% ! Triple 2x10/12 ! 8-16d i 4 — 1345 1615 2Ds7o iCC5.25-3.5 2 CC6 3.5 i 6% ! Quad 2x10/12 8-16d j 3�/z 15820 ; — 1345 i 1615 CC6-4 6Ye I Quad 2x10/12 i 8 16d ! 4 t345 i 1615 3C3.5 3.5 3s/d 3.5 U/UPSL �8 16d i 3, 20670 — i 1345 1615 C3.5 4 3s/e i 3.5 LVUPSL 8 i6d j 4 ° 15820 1345 1615 %C5.25 3.5 i Sd/d ( 5.25 U/UPSL ! — 20670 1345 1615 170 8-16d 31/z 15820 1345 ! t615 _ :C5.25-4 Sa/e-15.25 LVUPSL ( 8.16d i 4 20670 i ! C''3 5 77/d 7 LVL/PSL l 8-i6d I 37/z 1345 1615 :C7-a 77� ( 7 LVUPSL ; 8 16d ! 4 15820 1345 ; 1615 tads may not be increased for short-term loadin . ! 20670 1 1345 1 1615 9 means other than the Tally column.The splice condition lawable loatls are determined using the lowest of the load is 6750 Ibs per.beam side and the!ally cap must be anng loads using Fc equal to 425 psi for SPF.625 psi evenly Idaded. Refer to OF and 700 for LVUPSL or the 8'!ally column caoaclty. 5.To achieve lateral Toads,LCC pipe must be welded to the Note 5 ads are for a continuous beam. column with an/a'fillet weld around the entire IiCed conditions must be detailed by the Designer to 6.NAILS:16d=0.162'dia.x 37iz'long, pipe. Typical LCC5.25-35 Installation connecting a 3 ply LVL and nsfer tension loads between spliced members by See page 16-17 for other nail sizes and itfformation.• r ABASAIABEABUAdjustah/e and Standoff Post Hases 'Sn�nn Y Additional standoff bases are on page 1.79.' a The AS is an adjustable post base which offers moisture s DPea ~ � protection and finished hardware appearance. w^ asna�, These post bases feature 1'standoff height above concrete suo,gea I'll floors,code-required when supporting permanent structures that are exposed to the weather or water splash,or in basements. They reduce the potential for decay at post and column ends. MATERIAL:AB-12 gauge plates:16 gauge base cover. all others--see table FINISH:Galvanized.Some products available in ZMAX®finish; / °�,!✓ see Corrosion Information,page 10-11. INSTALLATION:•Use ail specified fasteners.See General Notes. ABE44 �' •Post bases do not provide adequate resistance to prevent ABU44' ABE46.46R,66 and 66R AS `• members from rotating about the base and therefore are (other sizes similar) supplied with washer. y not recommended for non too-supported installations washer QO (such as fences or unbraced carports). 2 Load Transfer` Required- •AS supplied as shown;position the post.secure.the easv- Plates Supplied Votsuppliea ABA44 y access nut over the supplied washer.piace the standoff base. I ° ®L- — (other sizes y then bend up the fourth side and nail all sides. m � iI ✓4� � similar) •AS.ABA,ABE and ABU—for pre-pour installed anchors. .1 ' ' z• r I I U.S.Patent For epoxy or+,vedge anchors.select and install according to anchor manuiamurer's recommendations:anchor diameter shown in table.Install required washer. which is not included for ABAs. •Reier to technical bulletin T ANCHORSPE'C for post- ' installed anchorage solutions(seederails).page i8i for �►--„ I� /;• I''°/ ABU88 ; CODES:Sze page 12 for Code Reference Key Chart. a / ,nese 2roduc:s are avaliaoie:nth apditionat corrosion protecron. Additional oroducs on this page may also be avarfaoie:nth this I Anchor Solt option,cneck with Simpson for derails. per.Designer. 1 or consuit J Model Dimensions lAnchal" Allowable Code T ANCHORSPEC QJ No. Fasteners Download ! cataiog Dia. { W L H (100) Ref. / A844 .39rs 9rs+ 2'! 4 3 i0d -^0M in 65 � Na' na`) /I A844R. 4 4're+29.1,s. 14 8-10d. 4065 � 7I � c 7846 i 39/,e i 5?rs: Distan e 10 3 /: 8 10d 4165 2. . I+ for Uolift A846R 1 4 ,v.s� ° 5 6 2 . .h 8-10d 4165 82.t21: a Resistance �1 AB66 : 5'h A666R: 6 V6 2115e i 14 8 10d 5335 Typical ABE46R Installation for Rough Lumber 1.Loads may not be increased for short-term loaaina. Typical AB Installation (ABE similar) 1 Material Dimensions Fasteners_ Allowable Loads IDFiSP Model I Nominal I j I I Past Uplift(133) i Uplift(160) y No. I Post Oase ;Slrap I W L i H i HB° Anch Machine 1 Down Cade i Size (Ga) I (Ga) i ; I Dia Nails I Bolts Nails Bolts I Nails 1.Baits (100) Ref. Oty. Dia. a S1 ABA44 ! 44 16 16 39/,e 3'/e ? 3'/,e — i/z 6-10d 1 — — 555 — j 555 — 6000 5.41.121 �! ABE44 j 4x4 1 16 16 ! 39he ' 3/21 2'.r< 6 lOd ! — i — 520 — i 520 I — 6665 6.'86.i21 �! ABU44 1 4x4 1 16 12 139/,e i 3 15Yz 1114. ya : 12-16d 'i 2 i 'h 2200 i 1800 i 2200 2160 6665 8.36.-91.121 I ABA44R I RGH 4x4 16 i 16 14'/ie 3'/a ' 21?r,e j — !h 1 6,Od 1 — I — 555 i — 1 555 1 — i 8000 5.41.121 I ABE44A I RGH 4x4 16 116 .1 4 i 3'/z 12?4s. — i /z 1 6-10d i — — 400 — 1 400 I — 1 6665 6.86 �! ABE46 i 4x6 12 16 1 39Rs i 57hs ! 4Y,e L. — erai 8-16d — i — 810 --T 810 — 7335 9.i21 n 1 ABA46 4x6 j 14 t4 1S9h e shei 3,/s ! 8 i6d 1 — — 700 i — j 700 i = 9435 5.41.121 �I ABU46 j 4x6 i 12 1 12 i 39hs ' 5 1 7 12% I =.ra 12-16d 2 1 'h 2255 :- 2300 2300 2300 10335. 8.36.91.121 j ABE46R I RGH 4x6 1 12 16 i 4'he ': 5%a 39he I — _:% ! 8-16d I — ( — 810- I 810 I — "i 7335 9 I ABA46R i RGH 4x6 1 14 i 14 4%I, 5ahe ': 27,ra 1 — s/a 8-16d ! — i — 700 — I 700 i — 12000 �I ABA66 I 6x6 I 14 14 i 5%z ! 5% I 3'/e I — =re 18-16d 1 — i — 720 — 720 I — 10665 5.41.121 iI ABE66 I 6x6 ' 12 i 14 I 5%z ; 5%e 3'/s 1 — Ys 1 8-16d I — 1 — 900,.: - 1 900 1 — 12000 9,121 �! ABU66 ( 6x6 1 12 10 I 5'/z S 61/1e 11/4 ya 12-16d 1 2 i '/z 2300 2300 i 2300 2300 12000 3.36.91.127 1 ABA66R I RGH 6x6 1 14 i 14 j 6 i 5-Y,s 2% 1 — `re 3-16d 1 — i — 720 ; 1 720 — 12665 5.41.121 I ABE66R 1 RGH 6x6 1 12- 14 i 6'he 15%s i 2Tra I — 5�a ! 8-16d i — I — goo ( — 900 1 — 12000 9 �I ABU88' 1 8x8 ' 14 12 71/2 i 7 1 7 1 — 2-5/a 18-16d 1 — — 2320 — 12320 t 24335 9.36.127 ABU88R° I 'RGH 8x8 I 14 i 12 I 8 7 I 7 I — 2-=% 18-16d ; F— i — 2320 — 1 2220 i — 24335 8.36 1.Uplift loads have been increased for earthquake or wind load durations with grout under 1'standoff plate before installation.Base download on column,grout.or no further increase allowed:reduce where other load durations govern. concrete according to the code. 2.Downloads may not be increased for short-term loading, 6.ii8 dimension is the distance from the bottom of the post up to the first bolt hole. 3.Specifier to design concrete for shear capacity. 7.ABU products may be installed with either bolts OR nails(not troth)to achieve table loads. 4.ABU88 and ABU88R may be installed with 8-SOS!ra x3'wood screws 8.Structural composite lumber columns have sides that show either the wide face or the edges for the same table load. of the iumoer strands/veneers.Values in the tables reflect installation into the wide face. 5.For AS bases.signer download can be achieves by solidly packing. 9•NAILS:16d=0.162'dia.x 31/i long,IOd=0.148'dia.x 3'long. See page 16-17 for other nail sizes and information. 47 1 r \ i s 1 "OR-NER STUD QL D D0vWN �� ' I C01\JNL i E > TO I 2 6 n -C-3 A �10►�J i Nr/n' ' LS E, O. C . I ASA . Dengineenng & TITLE: Corner Stud Hold-Down sign Co., Inc. Suite Four - 66 Cambridge street WOOD FRAME CONSTRUCTION MANUAL DRAWN BY: WFCM Middleborough, MA a2346 SCALE: NTS CROSS SECTION END VIEW C01UN OIST Rq J •• II � I II 0 • � - I- I i i 1 f FLOOR JOIST I � I I 0 t— Imo) I.I FL OR ''� �•. � `" ASAPJ01 T ,.Engineering & TITLE: Lateral Framing Connections Design Co. Inc. Suite Four - 66 Cambridge Street WOOD FRAME CONSTRUCTION MANUAL DRAWN BY: WFCM Middleborough, MA 02346 0 I O O Simpson Strong-Tie H1 �r A Engineering& TITLE: HZ1 Deck�Joist To Beam SAPDesign Ca. Inc. Suite Four ss Cambrid a street Middleboro WOOD FRAME CONSTRUCTION MANUAL DRAWN BY: WFCM gg i ugh, MA Q2346 SrAI F NTH r V / . . . . ....................... 2"MINIMUM SIDECOVER .o ° . oQ Engineering & TITLE: Post Base ABU66 ASAPDesign Co., Inc. Suite Four - 66 Cambridge Street Simpson Strang-Tie DRAWN BY: Simpson Middleborough, MA 02346 SCALE: NTS 0 V 0 I O BCS2=2/4 ASAPDesignEngineering & FTITLE- BCS Post Ca Co. Inc. p Suite Four - 66 Cambrid a Street trong-Tie DRAWN BY: Simpson Middleborough, MA 02346 !fin At P-_ ►lr- 02/23/2009 09:35 17812931917 NE LUMBER PAGE 02/03 Q�$ Single 9-1/2" AJSTM 20 MSR JoistWol BC CALM 2.0 Design Report- US 2 spans I No cantilevers 10/12 slope Monday, February 23, 2009 09:32 . Build 276 16"OCS I Non-Repetitive Glued&nailed construction File Name: BC CALC Project Job Name: Description:J01 Address: 2.58 poponessett rd Specifier: bob hunt City, State,Zip:cotuit, MA 02635 Designer: Customer: lagerval construction Company: new england lumber Code reports: ESR-1144 Misc: ' till ' C 14.00.00 U 14.00.00 BO,2-1/2" B1,3.1/2" B2,2-1/2" LL 331 lbs LL 924 lbs LL 331 lbs DL 71 lbs DL 231 Ibs DL 71 lbs Total Horizontal Product Length 28-00-00 Load Summary Live Dead Snow Wind Roof Live TagDescription Load IYpe Ref. Start End 100% 90% 116% 133% 125% OCs 1 Standard Load Unf. Area(psf) Left 00-00-00 28-00-00 40 10 16" Controls Summary value %Allowable Duration case Span Disclosure Pos. Moment 1,166 ft-lbs 34.0% 100% 16 2-internal Completeness and accuracy of Input must Neg. Moment -1,599 ft-lbs 47.1% 100% 1 1 - Right be verifled by anyone who would rely on End Reaction $88 lbs 30.7% 100% 16 2- Right output as evidence of suitability for Int. Reaction 1,135 lbs 38.8% 100% 1 1 -Right particular application.Output here based Cont.Shear 568 lbs 48.9% 100% 1 1 -Right on building code-accepted design properties and analysis methods. Total Load Defl. U1,085 (0.163") 22.1% 16 2 Installation of BOISE engineered wood Live Load Defl. U1,251 (0.133") 38.4% 16 2 products must be In accordance with Total Neg. Defl. -0.037" 7.4% 14 2 current Installation Guide and applicable Max Defl. 0.153° 15.3% 16 2 building codes_To obtain Installation Guide Span/Depth 17.5 n/a 1 or ask questions,please call p p (800)232-0788 before Installation. %Allow %Allow BC CALCO,BC FRAMER®,AJSTM, Bearing Suppolrts Dim (L x VA Value Support Member Material ALLJOISTS,BC RIM BOARDTM,BCI®, BO Wall/Plate 2-1/2"x 2-1/2" 402 lbs n/a n/a Unspecifled BOISE GLULAMTM,SIMPLE FRAMING B1 Beam 3-1/2"x 2-1/2" 1,155 lbs 17.6% n/a Versa-Lam 1.7 SYSTEM®,VERSA-LAM®,VERSA-RIM B2 Wall/Plate 2-1/2"x 2-1/2" 402 lbs n/a n/a Unspecified PLUS®,VERSA-RIM0, VERSA-STRAND®,VERSA-STUDS are trademarks of Boise Wood Products, Notes L.L.C. Design meets Code minimum(U240)Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary(1") Maximum load deflection criteria. Composite El value based on 23/32"thick sheathing glued and nailed to joist. Page 1 of 1 02/23/2009 09:35 17812931917 NE LUMBER PAGE 03/03 BOA " Single 9-1/2" AJSTM 20 MSR Joist\J02 BC CALC®2.0 Design Report-US 1 span I No cantilevers{0/12 slope Monday, February 23,2009 09:33 Build 276 16"OCS Non-Repetitive I Glued &nailed construction File Name: BC CALC Project Job Name: Description:J02 Address: 258 poponessett rd Specifier: bob hunt City, State,Zip:cotuit, MA 02635 Designer: Customer lagerval construction Company: new england lumber Code reports: ESR-1144 Misc: , MME •.. t s-oo-oo 80,2-1/2" B1,2-1/2" LL 427 Ibs LL 427 Ibs DL 107 Ibs DL 107 Ibs Total Horizontal Product Length=16.00.00 Load Summary Llvo Dead Snow Wind Roof Live Tag.Description Load type Ref, Start End 100% 90% 115% 133% 125% OCS 1 Standard Load Unf. Area(psf) Left 00-00-00 16-00-00 4.0 10 - 16" Controls Summaryy Value %Allowable Duration Case Span Dise6sure Pos. Moment 2,056 ft-Ibs 60.5% 100% 1 1 -Internal Completeness and accuracy of Input must End Reaction 519 Ibs 41.0% 100% 1 1 -Left be verified by anyone who would rely on Total Load Defl. U501 (0.376") 47.9% 1 1 output as evidence of suitability for Live Load Defl. U626(0.301") 76.7% 1 1 particular application.Output here based Max Defl. 0.37B" 37.6°� 1 1 on building code-accepted design properties and analysis methods. Span/Depth 19.8 n/a 1 Installation of BOISE engineered wood products must be In accordance with %Allow %Allow current Installation Guide and applicable Bearing Supports Alm.(L x yh value Support Member Material building codes.To obtain Installation Guide BO Wall/Plate 2-1/2"x 2-1/2" 533 Ibs n/a n/a Unspecified or ask questions,please call B1 Wall/Plate 2-1/2"x 2-1/2" 533 Ibs n/a n/a Unspecified (800)232-0788 before Installatlon. BC CALC®,BC.FRAMER®,AJS-, Notes ALUOISTO,BC RIM BOARDTm,BCIS, Design meets Code minimum (U240)Total load deflection criteria. BOISE GLULAMTM,SIMPLE FRAMING Design meets User specified(U480) Live load deflection criteria. SYSTEM®,VERSA-LAM®,VERSA-RIM Design meets arbitrary 1" Maximum load deflection criteria. PLUSH,VERSA-RIM®, 9 rY( ) VERSA-STRAND®,VERSA-STUDS are Composite El value based on 23/32"thick sheathing glued and nailed to joist. trademarks of Boise wood Products, L.L.C. Page 1 of 1 02/23/2009 09:35 17812931917 NE LUMBER PAGE 01/03 I 14 a• Ai 91 FRANKLIN ST. • HANSON, MA 02341 Tel: (781)2W4700 inside Sales Office Fax: (781)294-7177 0 Outside Sales Office Fax: (781)2931917 Accounting/Billing Office Fax: (781)294.4069 A Dhftlon d R&FI Sale, Ina 41 Fax i I� Foxa pagou (/rx�ludi»p �I Pboaw. DOW -s A I, '11 Ra Gr l' 0 UiSout 13 Fw RoWew D Pismo Coslntnont 0 Plus ReplyConmwnt ©Confinn Receipt •I I , I S l V\-C. UCLc I i. .� A - 02 3 S. �, C�,vim.. coF J� � CO II� i Wood Structures 2/20/2009 3:02 : 15 PM PAGE 1/009 Fax Server Wood Structures Inc. 20 Pomerleau Street P.O.Box 347 = Biddeford,Maine.04005=0347 Phone# 1-207-282-7556 Fax#1-207-282-2423 TO: BOB Company: Fax` 1 781 294 7177 Phone: FROM: Santo Ruzzi Fax: 1.207-282-2423 Phone: 1-207-294-5132 NOTES: NOIStA(:9 A EZ 83J 6001 Date and time of transmission:2/20/2009 3:01=42 PM Wood Structures 2/20/2009 3 : 02 : 15 PM PAGE 2/009 Fax Server Job Truss Truss Type ON Ply 573627 001 SCISSORS 10 1 Job Reference optional Wood Structures,Inc.,Biddeford,ME 04005,MiTek Industries,Inc. 7.100 s Sep 25 2008 MiTek Industries,Inc. Fri Feb 2015:00:54 2009 Page 1 r1-0 q 7-7-10 U." 20-" 29" 2 -0 0 7-7-10 8-4.8 0.44 7-7-10 -0-0 Scale=1:52.2 12 4x8 I 7.00 I LAGERVAL 5 1 COTUFT MA. 3x8 :- '•��. T2'J/ \>.15.... 3x8 414 , g 1.5x4= 13 1.50— a S 7 12 '%p W1 W3 ``,, 17 i — T.4 .- 8x10 131 g?-- 11� 18 �91 a 1 2; 8 8 1 3x8 .r.: 3.50 F12 Sx8 1440 28-" 14-U 14-" Plate Offsets X :0.3-13 0 8:03-13,G. 10:4 0-0 0-0-0 LOADING(psf) SPACING 1-40 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.24 10 >999 240 MT20 1971.144 (Roof Snow--35.0) Lumber Increase 1.15 B.0 0.50 Vert(TL) -0.58 2-10 >577 180 TCDL 10.0 BCLL 0.0 Rep Strom Incr NO WB 0.39 Horz(TL) 0.35 8 n/a nla ' BCOL 10.0 Code IRC20061TP12002 (Matrix) Weight:114lb. LUMBER BRACING TOP CHORD 2 X 4 SYP No.2*Except' TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc T1,T4:2 X 4 SPF 165OF 1.5E pudins. BOT CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 9-11-12 oc bracing. WEBS 2 X 4 SPF 165OF 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation nuide. REACTIONS (lbls¢e) 2=108510-1-10(input: 0338),8=108510-1-10(input: 0-8) Max Horz2=329(LC 7) Max Uplifl2=447(LC 8).8=-447(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0l31,2-11=2974/1032,11-12=286811044,3-12=-277511058,3-13=-22061620, 4-13=21071631,414=-2104/631,5-14=20961644,5-15=20961644,6-15=-21041631, 6-16=2107/631,7-16=-22061620,7-17=2775/1058,17-18=-286811044,8-18=-297411032, 8-0=0131 BOT CHORD 2-10=702602,8-10=-798Q602 WEBS 5-10=36911728,3-10=-783I532,7-10=-7831534 NOTES (10) 1)Wind:ASCE 7-W;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35fl;Cat.II;Exp C;enclosed;MWFRS(low-rise) gable end zone and C-C Exterior(2)-1-0-0 to 2-0.0.Interior(1)2-0.0 to 11-0-0,Exterior(2)11-0-0 to 14-0-0, . Interio41)174W to 2641-0 zone;cantilever left and right exposed;CZ for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live bads. 5)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 6)'This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7)Bearing atjoint(s)2,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide 7mechanical connection(by others)of hiss to bearing plate capable of withstanding 447 lb uplift at joint 2 Coapd, d lb u I e�joint 8. Wood Structures 2/20/2009 3:02 : 15 PM PAGE 3/009 Fax Server Job Truss Truss Type Qty Ply 573627 001 SCISSORS 10 1 Job Reference(option Wood Structures,Inc.,Biddeford,ME 04005,MiTek Industres,Inc. 7.100 s Sep 25 2008 MiTek Industries,Inc. Fri Feb 2015:00:54 2009 Page 2 NOTES (10) 9)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfTPI 1. 10)Drawing prepared exclusively for manufacturing by Wood Structures Inc. LOAD CASE(S) Standard Wood Structures 2/20/2009 3:02 : 15 PM PAGE 4/009 Fax Server Job Truss Truss Type oty Ply 573627 002 FINK 25 1 Job Reference(optional) Wood Structures,Inc.,Biddeford,ME 04005,MiTek Industries,Inc. 7.100 s Sep 252008 MTek Industries,Inca Fri Feb 2015:00:55 2009 Page 1 T10� 7-2-13 14-0.0 20.93 28.0.0 29-04? -0-0 7-2-13 M_3 0-93 7.2-13 1-0 Scale=1:52.7 I 7.00 12 44 LAGERVAL 5 18 34 '' 3x8 COTUIT MA. c,` 1.5x4`.` 17" \;\ 20 1.5x4 . S 7 `q 16 15 .\ 4, 22 1J 2 �j/' 8 9 1`? o l `8x8= 12 13 11 14 10 3x8 3x4= 3x4= 3x4= 9.&14 1882 28-0-0 r 9-&14 9-0-0 9-0-14 Plate Offsets X, :0.8-1 0-0 8:0.8-1 0-0-6 LOADING(psf) SPACING 1-4-0 CSI DEFL in (bc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.26 10-12 >999 240 MT20 197/144 (Roof Snow--35.0) Lumber Increase 1.15 BC 0.85 Vert(TL) -0.36 10-12 >928 180 TCL 10.0 BOLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.07 8 n/a nla - BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight:106lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2`Except` TOP CHORD Structural wood sheathing directly.applied or 4-7-12 oc T174:2 X4 SPF 165OF 1.5E purling. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-1-1 oc bracing. WEBS 2 X 4 SPF 165OF 1.5E MTek recommends that Stabilizers and required crass bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1147/0-1-13(input: 0.3-8),8=114710.1-13(input: 0-M) Max Horz2=331(LC 7) Max Uplifl2=-447(LC 8),8=-447(LC 9) FORCES (lb)-Mabmum Compression/Maximum Tension TOP CHORD 1-2=OM,2-15=1758/598,15-16=1661/604,3-16=-1563/620,3-17=-1552/631,4-17=1449/642, 4-18=1445/643,5-18=-1436/656,5-19=14361656,6-19=14451643,6-20=-1449/642, 7-20=1552/631,7-21=-1563/620,21-22=1661/604,8-22=-1758/598,8-9=0f29 BOT CHORD 2-12=-384/1424,.12-13=139/957,11-13=-139/957,11-14=-139/957,10.14=139/957, 8-10=-384/1424 WEBS 3-12=-431J303,5-12=232/672,5-10=232/672,7-10=-431/303 NOTES (9) 1)Wind:ASCE 7-05;120mph;TCDL=6,Opsf,BCDL=6.Cpsfi h=35ft;Cat.II;Exp C;enclosed;MWFRS(low-rise) gable end zone and C-C Extedor(2)-14)-0 to 2-0-0,I nterior(1)240-0 to 11-0-0,Exterior(2)11-0-0 to 14-M, Interior(1)1740 to 2640 zone;cantilever left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category 11;Exp C;Fully Exp.;Ct=1.1. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live bads. 5)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other rive 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 140 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 447 lb uplift at joint 2 and 447 lb uplift atjoint 8. . 8)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and Conlin 2J on ander!ferenced standard ANSI/TPI 1. ' Wood Structures 2/20/2009 3:02 : 15 PM PAGE 5/009 Fax Server Job True Truss Type City ply 573627 002 FINK 25 1 Job Reference option Wood Structures,Inc.,Biddeford,ME 04005,MTek Industries,Inc. 7.100 s Sep 25 2008 MiTek Industries,Inc. Fri Feb 2015:00:55 2009 Page 2 9)Drawing prepared exclusively for manufacturing by Wood Structures Inc. LOAD CASE(S) Standard Wood Structures 2/20/2009 3:02 : 15 PM PAGE 6/009 Fax Server Job Truss Truss Type Qty Ply 573627 003 GESI 2 1 Job Reference(o tionaq Wood Structures,Inc.,Biddeford,ME.04005,MTek Industries,Inc:. 7.100 s Sep 25 2008 MTek Industries,Inc. Fri Feb 2015:00:55 2009 Pagel T1-0 Q 14-0-0 28-0-0 4-0-0 14-0-0 14-0-0 Scale=1:64.9 7.00 12 . 4x4= LAGERVAL 9 3x4< 3x60TUIT MA. 7 3S , S4 1112 32 8 Y < ., 35 5 13 4 �-: I i 14 76 3 L1' S STO (t'..,... 15 S1 St 0 38 r' t S`{4t 1 2 Is 1p 3x4- 3x4- 28 27 2928 25 24 23 22 21 20 1t0 18 5x8 = 28-0-0 28-0-0 Plate Offsets(X,Y): [22:0-3-0,0-3-0 LOADING(ps SPACING 1-4-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL i 5.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.00 17 n/r 180 MT20 197114.4 (Roof Snow--35.0). Lumber Increase 1.15 BC 0.09 Vert(TL) 0.00 17 nlr 120 TCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.01 16 n/a nfa BCLL 0.0 BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight:135lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2'Exospt' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc T174:2 X4 SPF 165OF 1.5E pudins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. OTHERS 2 X 4 SPF 165OF 1.5E WEBS 1 Row at midpt 9-23 MTek recommends that Stabilizers and required . cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ihfsize) .2=198/0-4-1 (input: 28-0-0),16=198/0-4-1 (input: 28-0-0),23=185/0-4-1 (input: 28-0-0), 24=20110-4-1 (input: 28.0.0),25=196fO-4-1 (input: 28-0-0),26=216f0-4-1(input: 28-0-0), 27=104M-4-1 (input: 2&0-0),28=281/0-4-1 (input: 28-0-0),22=2011441(input: 28-U), 21=196M4-1 (input: 2840),20=21610-4-1 (input: 28-M),19=104f0.41(input: 28-0-0), 18=281 f0-0-1 (input: 28-0-0) Max Horz2=331(LC 7) Max Uplift2=88(LC 6),16=98(LC 9),24=67(LC 7),25=72(LC 9),26=72(LC 8),27=-51(LC 8), 28=205(LC 8),22=58(LC 6),21=-71(LC 9),20=-72(LC 9),19=51(LC 9),18=-204(LC 9) Max Grav2=198(LC 1),16=198(LC 1),23=185(LC 9),24=269(LC 2),25=252(LC 2),26=224(LC 2), 27=104(LC 1),28=281(LC 2),22=269(LC 3),21=252(LC 3),20=224(LC 3),19=104(LC 1), 18=281(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0128,231=266207,331=258217,3-4=179/195,4-5=-143/195,532=-92/180, 632=-M188,6.7=-601197,733=-41200,8-33=41204,8-9=54260,9.10=-64T260, 1034=-15204,1134=-16t200,11-12=501197,1235=-15/152,1335=-49/145.13-14=-42/100, 14-15-61P57,15-36=11W78,1636=-128169,16-17=028 BOT CHORD 2-28=52/164,27-28=52/164,27-29=52/164,26-29=521164,25-26=521164,24-25=52/164, 23-24=52/164,22-23=52/164,21-22=521164,20-21=5211 64,2030=52/164,1930=52/164, 18-19=521164,1 6-1 8=5211 64 WEBS 9-23=16910,8-24=-189198,6-25=1741103,5-26=-136/100,4-27=82RO,3-28=-216219, 10-22=489198,12-21=-1741103,13-20=136/100,14-19=8260,15-18=-216218 Continued on gage 2 Wood Structures 2/20/2009 3:02 : 15 PM PAGE 7/009 Fax Server Job^ Truss Truss Type Qty Py 573627 003 GESI 2 1 Job Reference(o tiona� Wood Structures,Inc.,Biddeford,ME 04005,MTek Industries,Inc. 7.100 s Sep 25 2008 MTek Industries,Inc. Fri Feb 2015:00:55 2009 Page.2 NOTES (13) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf,h=35ft;Cat.11;Exp C;enclosed;MW FRS(low-rise)gable end zone and C-C,Exterior(2) -1-0-0 to 2-0-0,Interior(1)2-0-0 to 1.1-",Exterior(2)11-0-0 to 14-0-0.I me ior(1)17-U to 26-0-0 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MTek°Standard Gable.End Detair 3)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1..1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live bads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live bad nonooncurrent with any other five loads. 10)`This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 88 lb uplift at joint 2,98 lb upfift at joint 16,67 lb uplift at joint 24,72 lb upfift at joint 25,72 lb uplift at joint 26,51 lb uplift at joint 27,205 lb uplift at joint 28,58 lb uplift at joint 22,71 lb uplift at joint 21,72 lb uplift at joint 20,51 lb uplift at joint 19 and 204 lb uplift at joint 18. 12)This truss is designed in accordance with the 2006 Intemational Residential Code sections R502.11.l and R802.10.2 and referenced standard ANSI/TPI 1. 13)Drawing prepared exclusively for manufacturing by Wood Structures Inc. LOAD CASE(S) Standard Wood Structures 2/20/2009 3:02 : 15 PM PAGE 8/009 Fax Server Job Truss Truss Type ON Ply 573627 004 GESTR 1 1 Job Reference(optional) Wood Structures,Inc.,Biddeford,ME 04005,MTTek Industries,Inc. 7.100 s Sep 25 2008 MiTek industries,Inc. Fri Feb 2015:00:56 2009 Page 1 T1-0 Q 7-2-13 14-0-0 20414 28-0-0 �9-0 Q 6-0 7-2-13 8-93 643 7.2.13 1 Scale=1:53.8 7.00 12 4x8 I LAGERVAL 5 4 sxa COTUIT MA. sx8 442 ,:T2 1.6x4 41 6 f. 1.6x4 ij g 4J 7 : % r ft 45 40 SIB M S 1 S fl S75 \ ``T4�• S 4 S 0 .\\` St:3 39 ,. 1 \t i fN4 ST14 Z 46 St a 2 9 "? .qI1 v c 9x8= 12 37 11 38 10 3x8 0 3x4= 3x4- 3x4 95-14 18S2 28-0-0 9a-14 94-0 "-14 Plate Offsets :0-8-1 , 8:0-8-1 0 LOADING(psi 3 TCLL 5.0 SPACING 1-4-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP Plates Increase 1.15 TC 0.61 Vert(LL) -0.26 10-12 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber Increse 1.15 BC 0.85 Vert(TL) -0.36 10-12 >928 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horc(TL) 0.07 8 nla rJa BCDL 10.0 Code IRC200617PI2002 (Matrix) Weight:163lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc T1,T4:2 X 4 SPF 1650F 1.5E puriins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-1-1 oc bracing. WEBS 2 X 4 SPF 1650E 1.5E MTek recommends that Stabilizers and required OTHERS 2 X 4 SPF 165OF 1.5E cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1147/0-1-13(input: 038),8=1147/0-1-13(input: 03-8) Max Horz2=331(LC 7) Max Uplift2=-447(LC 8),8=447(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=O29,239=1758/598,39-40=1661/604,340=-1563/620,3-41=-15521631,4-41=-1449/642, 4-42=1445/643,5-42=-1436/656,5.43=14361656,6-43=14451643,6-44=-14491642, 7-44-1552/631,7-45=-15631620,45-46=1661/604,8-06=475815.98,8-9=029 BOTCHORD 2-12=•38411424,12-37=1391957,1137=1391957,11-38=-1391957,10-38=1391957, 8-10=-384/1424 WEBS 3-12=-431t303,5-12=232/672,5-10=-232/672,7-10=4311303 NOTES (11) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat.II;Exp C;enclosed;MWFRS(low-rise) gable and zone and C-C Exterior(2)-14-0 to 2-0-0,Interior(1)2-0-0 to 114-0,Exterior(2)11.)-0 to 14-M, Interio41)17-U to 26-0.0 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) Truss designed for wind loads in the plane of the buss only. For studs exposed to wind(normal to the face),see MTek"Standard Gable End Detail" 3)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live bads, 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live bad 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 140 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. Continued on page 2 Wood Structures 2/20/2009 3 : 02 : 15 PM PAGE 9/009 Fax Server Job Truss Truss Type Qty Ply 573627 004 GESTR 1 1 Job Reference(optiona Wood Structures,Inc.,Biddeford,ME 04005,MiTek Industries,Inc. 7.100 s Sep 25 2008 MTek Industries,Inc. Fri Feb 2015:00:56 2009 Page 2 NOTES (11) 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 447 lb uplift at joint 2 and 447 lb uplift at joint 8. 10)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)Drawing prepared exclusively for manufacturing by Wood Structures Inc. LOAD CASE(S) Standard Wood Structures 2/20/2009 2 :56: 52 PM PAGE 1/011 Fax Server Wood Structures Inc. 20 Pomerleau Street P.O.-Box 347 Biddeford,Maine 04005-0347 Phone# 1-207-282-7556 Fax#1-207-282-2423 TO: BOB Company: NE Lumber Industrial Supply Fax: 1 781 294 7177 Phone: FROM: Santo Ruzzi Fax: 1-207-282-2423 Phone: 1-207-294-5132 NOTES: .L Date and time of transmission: 2/2012009 2:56:20 PM Wood Structures 2/20/2009 2 :56:52 PM PAGE 2/011 Fax Server Job Truss Truss Type Oty Ply 573624 001 SCISSORS 11 1 Job Reference optional) Wood Structures,Inc.,Biddeford,ME 04005,MTek Industries,Inc. 7.100 s Sep 25 2008 MiTek Industries,Inc. Fri Feb 2014:50:35 2009 Page 1 1-0-0 43-1 8 0-0 11-8-16 164-0 174-0 1-0-0 "1 3$15 431 1." Scale=1:31.3 4xs= LAGERVAL 4 COTUIT MA. 7.00 12 12:' 13 1.Sx4= ' 14 1.5x4 10 11� t 15 16 i 9 5x10 2 7 is 1 3x6 3.50 12 3xB =, 840 16-0-0 8-0.0 8-" Plate Offsets X, : 0-1-11 0-0 [6:0-1-11,0-0-61 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC . 0.24 Vert(LL) -0.10 8 >999 240 MT20 .1971144 (Roof Snow--35.0) Lumber Increase 1.15 BC 0.47 Vert(TL) -0.24 6-8 >768 180 TCDL 10.0 Rep Strew Incr YES WB 0.20 Horz(TL) 0.17 6 n1a nla BCLL 0.0 BCDL 10.0 Cade IRC2006/TP12002 (Matrix) Weight:551b LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD. Structural wood sheathing directly applied or 4.7-8 oc BOT CHORD 2 X 4 SPF 165OF 1.5E pudins. WEBS 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or B-7-1 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=96510-1-8(input: 0-5-8),6=965Z-1.8(input: 0S-8) Max Horz2=290(LC 7) Max Uplift2=473(LC 8),6=-473(LC 9) FORCES (Ib)-Mabmum Compression/Maximum Tension TOP CHORD 1-2=0/40,2-9=-21901818,3-0=2104/840,3-10=16951497,10-11=16491500,11-12=-1611/506, 4-12=1603f519,4-13=-1603f519,13-14=-16111506,14-15=1649/500,5-15=16951497, . 5-16=2104/813,6-16=-2190R91,6-7=0140 BOT CHORD 2-8=69811865,6$=55511865 WEBS 4-0=26811232,3-8=492/471,5-8=492/486 NOTES (10) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat.11;Exp C;enclosed;MWFRS(low-rise) gable end zone and C-C Extedor(2)-1-0-0 to 240.0,Interior(1)2-0-0 to 5-0-Q Exterior(2)&0-0 to 8-0-0,I ntedor(1) 11-0-0 to 14-M zone;cantilever left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live bads. 5)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other rive loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all anus where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7)Bearing atjoint(s)2,6 considers parallel to gram value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding.473 lb uplift at joint 2 and 473 lb uplift at joint 6. Continued on page 2 Wood Structures 2/20/2009 2 :56: 52 PM PAGE 3/011 Fax Server Job Truss Truss Type ON Ply 573624 001 SCISSORS 11 1 Job Reference option Wood Structures,Inc.,Biddeford,ME 04005,MiTek Industries,Inc. 7.100 s Sep 25 2008 MTek Industries,Inc: Fri Feb 2014:50:35 2009 Page 2 NOTES (10) 9)This truss is designed in accordance with the 2006 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TP1 1. 10)Drawing prepared exclusively for manufacturing by Wood Structures Inc. LOAD CASE(S) Standard �I r Wood Structures 2/20/2009 2 :56:52 PM PAGE 4/011 Fax Server • Job Truss Truss Type Qty . ply 573624 002 GESI 2 1 Job Reference(optional) Wood Structures,Inc.,Biddeford,ME 04005,MiTek Industries,Inc. 7.100 s Sep 25 2008 MiTek Industries,Inc. Fri Feb 2014:50:36 2009 Page 1 17-U 1-0-0 8-0-0 S-0-0 1-0-0 LAGERVAL Scale=1s0.7 4x4= COTUIT MA. 5 7.00 F12 4 8 20 18 21 : �,' T 9 T T T T 2, !� 8 q� B1 9 17 3x4= 14 13 15 12 18 11 10- 3x4= i 16-0-0 18-0-0 Plate Offsets X :0.1-12,0-1.8, 8:0-1-12 0.1- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.19 Vert(LL) -0.01 9 nlr 180 MT20 1971144 (Roof Snow-35.0) Lumber Increase 1.15 BC 0.09 Vert(TL) 0.00 9 n/r 120 TCDL 10.0 Rep StrewIncr YES WB 0.05 Horz(TL) 0.00 8 Na rJa BCDL 10.0 BC 0.0 Code IRC2006fTP12002 (Matrix) Weight:60lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SPF 165OF 1.5E pudins. OTHERS 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-U oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation aide. REACTIONS (lb/size) 2=298/03U(input: 16-0-0),8=298W-4(input: 16.0.0),12=322/03-4(input: 164)-0), 13=150103-4(input: 160-0),14=423/0-U(input: 16-0-0),11=.150/0.34(input: 16-0-0), 10=423/03.4(input: 16.0-0) Max Horz2=287(LC 7) Max Uplift2=164(LC 8),8=189(LC 9),13=-68(LC 7),14=309(LC 8),11=35(LC 9),10=309(LC 9) Max Grav2=298(LC 1),8=298(LC 1),12=322(LC 1),13=226(LC 2),14=434(LC 2),11=226(LC 3), 10=434(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43,2-17=1971175,3-17=185/189,3-18=•99/167,18-19=-75/169,4-19=-62/177, 45=83/231,53=33/231,6.20=-W1169,20.21=75/160.7-21=-09/158,7-22=71 f76, 8-22=-1 16/62,8-9=0/43 BOT CHORD 2-14=-43/176,13-14=-43/176,13-15=-43/l76,12-15=-43/176,12-16=-43/176,11-16=43/176, 10-11=-43/176,8-10=-43/176 WEBS 5-12=180/11,4-13=195/121,3-14=-M5f330,6-11=195/121,7-10=-3351330 NOTES (13) 1)Wind:ASCE 7-05;120mph;TCDL=6.Cpsf;BCDL=6.Cpsf;h=35ft;Cat.II;Exp C;enclosed;MWFRS(low-rise) gable end zone and C-C Extedor(2)-1.0-0 to 2-0-0,Intedor(1)240 to 5-0-0,Exterior(2)5-0-0 to 8-0-0,Intedor(1) 1140 to 14-0-0 zone;cantilever left and right exposed;C-C for members and forces_&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Tnuss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek°Standard Gable End Detail" 3)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of.16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live bads. CbntirPu9s re 1 N4 MT20 unless otherwise indicated. Wood Structures 2/20/2009 2 :56:52 PM PAGE 5/011 Fax Server Job Truss Truss Type aty Ply 573624 002 GESI 2 1 Job Reference(optional) Wood Structures,Inc.,Biddeford,ME 04005,MiTek Industries,Inc. 7.100 s Sep 25 2008 MiTek Industries,Inc. Fri Feb 2014:50:36 2009 Page 2 NOTES (13) 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other five loads. 10)'This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 364 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCD =10.Opsf. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 164 lb uplift at joint 2,189 lb uplift at joint 8,68 lb uplift at joint 13,309 lb uplift at joint 14,65 lb uplift at joint 11 and 309 lb uplift at joint 10. 12)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)Drawing prepared exclusively for manufacturing by Wood Structures Inc. LOAD CASE(S) Standard Wood Structures 2/20/2009 2 :56:52 PM PAGE 6/011 Fax Server Job True Truss Type Oty Ply 573624 003 VALLEY 1 1 Job Reference optionaQ Wood Structures,Inc.,Biddeford,ME 04005,MTek Industries,Inc. 7.100 s Sep 25 2008 MTek Industries,Inc. Fri,Feb 2014:50:36 2009 Page 1 7-0-0 64W 8-0-0 4x8= Scale=1:26.7 LAGERVAL s 11 COTUIT MA. . 7.00 12 ', . ...............,, 9 i 12 1.5x41 �1 72„ 1.6x4II 2 4 4 " 0 0 3x4 8 7 6 3x4 c 1.5x4 11 1.5x4 11 1.6x4 I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.21 Vert(LL) . n/a - n/a 999 M720 1971144 (Roof Snow=35.0). Lumber Increase 1.15 BC. 0.09 Vert(TL) n/a - n/a 999 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 5 n/a n/a - BCDL 10.0 Code IRC2006I71312002 (Matrix) Weight:38 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SPF 165OF 1.5E pudins." OTHERS 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10.0 0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=10110-2-2(input: 13-M),5=101/0-2-2(input: 13-6-0),7=408/0-2-2(input: 13-6-0), 8=382/0-2-2(input: 13-6-0),6=382/0-2-2{input: 13-6-0) Max Horz 1=218(LC 6) Max Upfift1=58(LC 6),5=-18(LC 8),7=-59(LC 8),8=294(LC 8),6=-294(LC 9) Max Gravl=101(LC 1),5=101(LC 1),7=408(LC 1),8=422(LC 2),6=422(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=179/154,2-9=-147/142,9-10=-561144,3-10=-30/157,3.11=4/157,11-12=-56/144, 4-12=147/142,4-5=93/68 BOT CHORD 1-0=49/95,7-0=49/95,6-7=49195,5-6=49/95 WEBS 3-7=-24/135,2-8=-053/332,4-6=-353/331 NOTES (11) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsfi h=35ft;Cat.11;Exp C;encbsed;MWFRS(low-rise) gable end zone and C-C Comer(3)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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MTTek"Standard Gable End Detail" 3)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category 11;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 4-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other five 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.&0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 58 lb uplift at joint 1,18 lb uplift at joint 5,59 lb uplift at joint 7,294 lb uplift at joint 8 and 294 Ib uplift at joint 6. . 10)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and Con28042 00.2 are referenced standard ANSI/TPI 1. Wood Structures 2/20/2009 2 :56:52 PM PAGE 7/011 Fax Server Job Truss Truss Type Oty Ply 573624 003 VALLEY 1 1 Job Reference o tionaO Wood Structures,Inc.,Biddeford,ME 04005,MITek Industries,Inc. 7.100 s Sep 25 2008 MiTek Industries,Inc. Fri Feb 2014:50:36 2009 Page 2 11)Drawing prepared exclusively for manufacturing by.Wood Structures Inc. LOAD CASE(S) Standard L Wood Structures 2/20/2009 2 :56: 52 PM PAGE 8/011 Fax Server Job Truss Truss Type Qty Ply 573624 004 VALLEY 1 1 Job Reference(optional) Wood Structures,Inc.,Biddeford,ME 04005,MiTek Industries,Inc. 7.100 s Sep 25 2008 MTek Industries,Inc. Fri Feb 2014:50:36 2009 Page 1 -1-0-0 66.6 ta1a10 11-1a10 4x8= Scale=1:20.6 LAG ERVAL 2 7 COTUIT MA. 7.00 12 6 5 6 N th % T 1 3 91 Q o e 3x6 4 3x6 <: 1.5x4 11 10.1a10. , 10-1a10 LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) Vdefl. Lid PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.36 Vert(LL) rJa - nta 999 MT20 197/144 .(Roof Snow-35.0) Lumber Increase 1.15 BC 0.20 Vert(TL) rda - n/a 999 TCDL 10.0 Rep Strom Incr YES WB 0.06 Horz(TL) 0.00 3 n/a nfa BCLL 0.0 BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight:3216 LUMBER BRACING TOP CHORD 2 X 4SYP No.2 TOP CHORD Structural wood sheathing directly applied or&M oc BOT CHORD 2 X 4 SPF 165OF 1.5E puriurs. OTHERS 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 104W oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide.. REACTIONS (lb/size) 1=243C-1-11 (input: 10-10-10),3=24310-1-1 1 (input: 10710-10),4=59910.1-11 (input: 10-1(3.10) Max Horz 1=172(LC 6) Max Upliftl=127(LC 8),3=139(LC 9),4=-232(LC 8) Max Gravl=255(LC 2),3=255(LC 3),4=599(LC 1) FORCES (lb)-Maramum Compression/Maximum Tension TOP CHORD 15=174/103,5-6=54f117,2-0=46f120,2-7=-4/109,7-0=-00/106,3-8=-174193 BOT CHORD 1-4-42RO,3-4=42f70 WEBS 2-4=-429/278 NOTES (11) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat.II-..Exp C;enclosed;MWFRS(knwise) gable end zone and C-C Comer(3)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) Truss designed for wind loads in the plane of the truss only. For studs expceed to wind(normal to the face),see MTek"Standard Gable End Detail" 3)TCLL.:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category 11;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 4-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 127 lb uplift at joint 1, 139 Ito uplift at joint 3 and 232 lb uplift at joint 4. 10)This truss is designed in accordance with the 2006 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. & rn Wre en d exclusively for manufacturing by Wood Structures Inc. Wood Structures 2/20/2009 2 : 56: 52 PM PAGE 9/011 Fax Server Job Truss Truss Type QN Piy 573624 004 VALLEY 1 1 Job Reference option Wood Structures,Inc.,Biddeford,ME 04005,MiTek Industries,Inc. 7.100 s Sep 25 2008 MiTek Industries,Inc. Fri Feb 2014:50:36 2009 Page 2 LOAD CASE(S) Standard Wood Structures 2/20/2009 2 :56:52 PM PAGE 10/011 Fax Server Job Truss Trux Type ON Py 573624 005 VALLEY 1 1 Job Reference(optional) Wood Strictures,Inc.,Biddeford,ME 04005,MTek Industries,Inc. 7.100 s Sep 25 2008 MTTek Industries,Inc. Fri Feb 2014:50:36 2009 Page 1 44.0 8-2-0 1-0-0 4-1-0 4-14 Scale=1:16.6 4x4 LAGERVAL 2 COTUIT MA. 7.00 12 7 6 `"' % N T1 � 3 o / B1 0 0 0 4 2x4 : 1.5x4 I l 2x4 8-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefi Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.29 Vert(LL) nla - nla 999 MT20 197/144 (Roof Snow=35.0) Lumber Increase 1.15 Be 0.11 Vert(TL) nla - nla 999 TCDL 10.0 BCLL 0.0 Rep Strew Incr YES WB 0.03 Horz(TL) 0.00 3 . nla nla BCDL 10.0 Code IRC20061TP12002 (Matrix) Weight:24 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc BOT CHORD 2 X 4 SPF 165OF 1.5E pudins. OTHERS 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizem and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Iblsize) 1=21 010-1-8(input: 8-2-0),3=210CA-61(input: 8-2-0),4=36710-1-0(input: 8-2-0) Max Horz 1=125(LC 6) Max Upliftl=132(LC 8),3=137(LC 9),4=-121(LC 8) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 15=109l16,5-6=-46117,2-fi=42186,2-7=21R9,7-8=-45f7l,35=109f10 BOT CHORD 1-4=30152,3A=30152 WEBS 2-4=2771184 NOTES (11) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf,h=35ft;Cat.Il;Exp C;enclosed;MWFRS(low-rise) gable end zone and C-C Corner(3)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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MTek"Standard Gable End Detail" 3)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1.1 . 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 4-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other five loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all arms where a rectangle 3-6-0 tall by 14W wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 132 lb uplift at joint 1, 137 lb uplift at joint 3 and 121 m uplift at joint 4. 10)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)Drawing prepared exclusively for manufacturing by Wood Structures Inc. LOAD CASE(S) Standard i Wood Structures 2/20/2009 2 :56:52 PM PAGE 11/011 Fax Server Job Truss Truss Type 01ty .Puy 573624 006 VALLEY 1 1 Job Reference(optional) Wood Structures,Inc.,Biddeford,ME 04005,MTek Industries,Inc. 7.100 s Sep 25 2008 MTek Industries,Inc. Fri Feb 2014:50:37 2009 Page 1. 7-0 0 2-9-0 6-0-0 7-0-0 2-0-0 2-9-0 Scale=1:11.9 Sx4= LAGERVAL 2 COTUIT MA. 7.00 12 Tf T4 3 y r r B1 c .o 0 0 2x4 2x4 64-0 Plate Offsets X [2:0-2-0,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.12 Vert(LL) nla - n/a 999 MT20 244/190 (Roof Snow-35.0) Lumber Increase 1.15 BC 0.20 Vert(TL) rda - n/a 999 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a nla BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight:16 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc BOT CHORD 2 X 4 SYP No.2 pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=247/0-1-8(input: 5-U),3=24710-1-8(input: 5-M) Max Horz 1=78(LC 7) Max Uplift1=125(LC 8),3=-125(LC 8) FORCES pb)-Mardmum Compression/Maximum Tension TOP CHORD 1-2=241/173,2-3=-241/173 BOT CHORD 1-0=87/173 NOTES (11) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.II;Exp C;enclosed;MWFRS(low-rise) automatic zone and C-C Corner(3)zone;cantilever left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MTek"Standard Gable End Detail" 3)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bring. 6)Gable studs spaced at 2-M oc. 7)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 8).This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bring plate capable of withstanding 125 lb uplift at joint 1 and 125 lb uplift at joint 3. 10)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)Drawing prepared exclusively for manufacturing by Wood Structures Inc. LOAD CASE(S) Standard :# SMOKE DETECTORS REVIEWED x BARNSTABLE BU LDING DEPT. DA E FIRE DEPARTMENT DATE BOTH SIGNATURES ARE REQUIRED FOR PERMITTING CARBON MONOXIDE ALARMS MUST BE INSTALLED PER MASSACHUSETTS BUILDING CODE .---_-.:.__.--- --V—� s tj - s ' � .. � � � � _ ,_,__., �_ ___—.--..___—._.__.__"-_ _ _ �_—__-- -�. •__ �.__�,—._. �—_.___..__-_..•__ '— _ _'___-. _.__.`��,. .— yam,_,,,,.... ._.-...�._.-7--,u'"'r�.�y,.�`. I a , � cC44 . .. ._ r .. .. .' �. "'"^'..r'" ,.�✓Y ..� - - .fie `�` .. `� _ �. .� _ �. .�.. - .. .. , - r !� ! ♦.tea..._, i +�.F�F f ' i 4. • B 4� Nk ILI i CAD fl rA CA CP) tt p �yrc 6D, jj//ff 1 r9 IfI ",,•Z 1 10 17 I Jor7 ,fly P /. V /Pa I .. i Al T Nn r i 1 p f i 1 i. T10 ^j Ll 9 j . ---------------------------------- C"j Fauy.tD (o jt7U7 I L C i c g 3 C%` 4 e, q LL I wig c t Att co we 9•5 1 10 f � 1 ' E II i I— O I P N ag 06 FND. 0 HELD I— CB/DH �•26'2, �� FND. N 5b 2� rn� 0.77' OFFLINE RECORD ANGLE W HELD L MAP 19 LOT 64 98 4S.F. "Fµ EED REFERENCE: B.C.R.").. BK. 19175 PG. 223 °LAN REFERENCE: BK. 94 "G. 47 Nit!) co 90 CD I C RTIFY: r, TF FOUNDATION IS LOCATED AS SHOWN ON THIS Z CA CAPl I, AND DOES CONFORM I i.) THE HORIZONTAL P SE BACK REQUIREMENTS 01 FHE ZONING `9 8 B) -AWS OF THE TOWN OF E "'RNSTABLE IN EFFECT El' IER NOW OR AT THE TIME= ')F COR`)TRUCTION, 39 16. 4.7' At DOES NOT LIE IN A SPEC ,'•__ FLJ_)L) HAZARD E AS DETERMINED BY T1 FEDERAL rn 8' , 2.6 Eh RGENCY MANAGEMENT. =ENCY(1=.E.M.A.) 24.7' 441 EXISTING FOUNDATION _t cz) ` JOSEPHCn `sue F E. WEBBY,JR. 6_0 No.28717 CD 24 M !� r?R��d► lWtM� 10, 1¢' 217 ' ! a �y f I J" PN E. WEBBY L.S. A E CB 1 I � I I 1 I I FND. I PLOT HELD FOR LINE 1 0 PLAN OF LAND CB DISC 0.56' INTO STREET gg.00' IP FND. IN 1:4CB FND. FND. S 80•22,00„ W 2.07' INTO STREET HELD N 86'32'30" E HELD 15.76 ' -%' [AD �`A" L E K41-A%Jsm A R '1K]" S -1952 TOWN(pUBUG 40 WIDE PREPARED FOR MARK & DIANE BRADFORD SCALE: 1"=20' MAY 5, 2009 WEBBY ENGINEERING RING ASSOCIATES, INC. ENGINEERS & LAND SURVEYORS ' 0 80 20 0 20 4 180 COUNTY ROAD - PLYMPTON, MA. r_ - 02367 TEL. 1-781-585-1164 SCALE : 1"=20' DRAWN BY : JOSEPH E WEBBY III W-3538 cover to Rnish grade note.• A-1801 HIP ZABEL FILTER 4" secured to prevent unauthorized access. 3' 3" min. V note. risers & covers shall be magnetic tape shoe/ be place above and along j/!' � �_,Nair watertight & waterproof o// components of teaching system not exposed in order to locate them once buried. (2) 20"M.H. covers within 12'-10"Wx2'Hx33'-6"L = 614 SF s' of finish grade (5) outlet D'box 6" of finish grade 12 41.50 4'cmRca4L VENT DOUBLE `�� F.G.= 4 bra 5f Flaw Line r � `�,��I ALL STONE SHALL J"WASHED STONE39.8E MIN. F.G.=39.Ot 13" , MEET 310CMR 15.247 � Underground Septic Tanks & Pump Chambers 3" 1/a'7o 1/2" � -�; 4 die. pipe 1. Tanks shall be structure// sound and to withstand the �6L�S 5= " 5=7" 4"dim _ 2'MIN. LEVEL ACCESS RISER Top Chamber-37Z5 }' 24" jj" 37.80 "--... ,.... A-1801 HIP ZABQ RUER 4'die. within 6'finish super imposed loads. Q�TT DOUBLE sch. 40 r�.r c. yrnde - 4'-Q" WASHED STONE "+ 2.) Tanks shall be watertight. KNocxour ,3750 sch. 4o p.v,c, Q 14 " 3/4"TO 1 1/2" 34,0 37.25 3.) Tanks shall be precast concrete. 10'-0 x 5'-2" 1 48 1500 Gal. J6.87 s'oam� " kr _dkout to be removed , = Septic Tank 36.70 36 34.50 4.) Manufacturers of septic tanks shall implement a quality 10zi�z w��G:� used as o center control/quality assurance program in conformity with ,':. piece � sacs En sruvE wv crranc�m easE 4' � 25'-6" 4' ASTM standard C-1227-93. Tanks shall be embossed with a seal stating that this ASTM standard has been 6" CRUSHED STONE ON COMPACTED BASE " f 3 , met. Tanks not embossed with a seal shall be rejected. 10'-6"x 5'-8" -�_ r 20 .Ili1z 33-6 �- 5.) Tanks shall be accessible for inspection and mainten- 1�OO Gal. 14C T` PRZC,44 7' 67iZ4�1 WZJT ,[ T once. No structures shall be located directly upon, , Sec/ion Z�n 1 hru A��stem above, or near the tanks which may interfere with per- LeaehM Chamber A?Idil formance, access, inspection, and pumping or repair rttle:l =4',11�33 Precast Cencrele ,seplzc Tank 6.) Inlet and outlet tees shall be of cast iron, schedule 40 NOT TO SCALE pvc, or approved equal. NOT TO SCALE Proposed Flow Line Grades As Built Grades 7.) Septic tanks shall be provided with at least three (3) 20" diameter manholes. Manholes sha!l be at the /NV. AT FOUNDATION 37.80 center and over each in/et and out/et tee. For comport- meet tanks, the center manhole shall be the access to the compartment connection. System designs in excess /NV INTO SEPTIC TANK 37.50 of 1,000 GPD, all manholes shall be made occessib/e. /NV. OUT OF SEPTIC TANK 37.25 For system designs of 1,000GPD or less at least one 1/2" HANDLE manhole shall be made accessible. /f applicable provide 36.87 watertight access port (risers),precast concrete or equiv- alent, with steps where appropriate. Manhole covers 4" SEWER PIPE �\ INV OUT OF DISTRIBUTION BOX 36.70 shall be removable, and of impermeable and durable material. Covers shall be within six inches of finished 22" grade and shall be secured to prevent unauthorized 1/16" FILTER SLOTS FROM TOP OF SEAL /NV INTO CHAMBER 36.50 access. TO BO OM OF UNIT 34.50 8.) INSTALLATION. P BOTTOM OF CHAMBER 40 E FILTER GASKET WATER TABLE 27.6 A) Tanks shall be installed true to grade on a level stable 1.3 1 1/16" FILTRATION 800 G.P.D. NO WATER OR MOTTLES ENCOUNTERED base that has been mechan/co/!y compacted, and on which N 7 9 06 ( A-1801 HIP ) j six inches of crushed stone has been placed to ensure 8 stability and to prevent settling. ZA B E L FILTER D ETA I L Septic tank shall have a minimum of nine inches of cover. -- B) The inlet and out/et tees shall be installed to the grades (NOT TO SCALE) shown on the drawings. The tees shall extend a minimum at .P 4 T P. 1 T P. 2 T P. i six inches above the flow line of the septic tank and shall 38 be on the center line of the septic tank and located direct! � under the access manholes.Cross-sectional flow baffles shall \ IVAP 19 0 39.3 390 38.6 not be used as substitutes for in/et or outlet tees. I fRRABLE FRIABLE FRIABLE FRABLE SANDY LOAA0 SANDY La4A4 SANDY La4M SANDY L C) FOR REPAIRS Contractor SHALL when connecting a new 1 38.2 1OYR 3/3 38.6 A 10)R 3/3 38.3 A 10YR 3/3 37.7 A 10YR 3/3 septic tank to an existing sewer line. Verify sewer line is ' L OF 064 10 ( FR/AeLE 8- FRI�aLE e FRIABLE 1O FRIABLESch. 40 or C.I. in good condition or it shall be replaced. / f0�5 e D ,o Lowy s D LOAM see D LOWY S ND Also that: a// out flow pipes from building run thru 39 36.6 v 378 Bw 36.6 Bw 361 Bw septic tank. / ' . 4 9 A CRES �/ 28' re" 26' 30' A/l work in conformance with Mass. State Plumbing Code. �y - - - - - - - - - - ' / LOOSE LOOSE LOOSE LOOSE DESIGN CRITERIA A 40 9.) Unless otherwise noted (UON), the design of this system / M-C SAND M-C SAND M-c SAND M-C SAND conforms to the requirements of the Commonwealth Of l - Massachusetts Environmental Code "ritle V. and the 2.5Y 5/4 2.5Y 5/4 2.5Y 5/4 2.5Y 5/4 requirements of the locol board of health. / / 1a) The design of this system did not allow for the use of a garbage disposal. / 2e.5 t '1 26.3 C1 28j C1 27.6 C1 11.) The septic tank shall be inspected and cleaned annually. / 1 / 126 132' its' 132' / D WATER Cs MOTTLES ENCOUNTERED NO WATER OR M077US ENCOUNTERED NO WAi2-R OR M077LES ENCOUNTERED NO WATER OR MOTTLES ENCOUNTERED 12.) Grease trap; /f applicable, shall be inspected every month, and shall be cleaned every 3 months or when 38 \ /r the /evel of grease is 25X of the effective depth of the e 01Z L 0C 4-1) trap. - -_ 13. The design of this system conforms with the following Bench Mark minimum distances from the proposed sanitary system /l ` 40 Percolation Rate Of <2 Minutes lncl) try 12111108 RlM OF CATCH BASIN I l� Present During Tests On A.) Surface water supply or grove/ pocked wells....400 ft l Agent: DONNA Z. M/ORANDI RS B.) Tubular public wells.............................................250 ft. /l Soil EVo/uetOr.' JOSSPH WEBBY SL-2564 ELEV. = 36.66 C.) Private potable wells...........................................100 ft. / \ O (S M.S.L. D.) Other sanitary soil obsorbtion system.............. 10 ft. / Z v O / / � Design Calculations E.) Wetlands.............................................................. 100 ft. / p N \ r'l NUMBER OF BEDROOMS = 4 _ 14.) No structures shall be located upon, above, or within / �„� (A ` GALLONS/ BEDROOM REQUIRED GPD - _ 440_ GAL. 20' of the leaching feed area. The reserve area (100.�' l � � � � � F'FOU/RED LEACHING AREA = 440 .074 ® 2 min. inch = 595 s.f. expansion) is considered to be the some as the leaching / O" cp f ( li ) field area. O �z , 16.00 39 LEACHING AREA PROVIDED = 614 s.f. > 595 s•f l 24' 16.00 M i LEACHING CAPACITY = 454 9Pd > 440 9Pd 15.) The top of o// system components, including the septic / DECK o tank, distribution box or dosing chamber and soil OUTSI E 16' l o SHOW 440 x 2 = 660 GAL. SW [(1283 x 2)t( 33.5 x 2)J 2 = 185 SF absorption system, shall be installed no more than 36" �` Bot (12.8.3) x (33.5) = 429 SF below finish grade. / 16' USE 1500 GAL. M/N. SEPTIC TANK total = 614 SF / 32.00 � Leaching Chambers Area / / o PROPOSED °p I Issue Dote Resp. 16.) Leaching chamber shall be ACME PRECAST o o \ D6SCr2pt201L Drown Design Check Eng chamber (H-10 Loading) or engineer approved equal HOUSE \ 1 12116108 UPGRADE OF SANITARY SYSTEM 17.) All installations shall be true to line and grade. - 1258 \ 4 00• \ � E9EXISTING 18.) Al! piping shall be PVC SCH. 40 _ - - - E 19.) Distribution pipes) shall have a minimum diameter of 4 _ ¢'p0 1Q.0 ' 16' and a minimum slope of 0.01. 1 20.) All unsuitable material including top soil and sub soil 24' �� PROP 1500 GALLON - shall be removed as follows: I EXISTING 22' 10 O O 40 SEPTIC TANK Remove soils to elevation and a distance of ( HOUSE �1 -1 ,. -_ ft. in o/l directions of the designated leaching area. I I 1 D"BOX 4" CHARCOAL VENT Bench Mc ,k 39 - - - UPGRADE 0 f Sanitary System \ R/M OF CATCH BAS ` 21.) Removed soils shall be replaced with clean sand, i - - _ �# ELEV = .66 meeting the requirements of 310 CMR 15.255(3). 1 ` O O 39 36 22.) Leaching chambers stone sha!l be clean free of fines / T 3 M.S.t. TQwA BARNSTABLE, MASS. LOT NO.: 64 MAP 19 and shall be double washed to meet the requirement of -i EXIST/NG 1 EXISTING HOUSE DRIVE- �� � ACCESS RISER LO(`.�TION: 258 POPG�.NESS�'TT ROAD 310 CUR 15.247(1). TO E RAZED Inspection Schedule 3\ - - - - I �\ T 4 RESERVE-- 1 \ WITHIN 6" FINISH GRADE 23.) To obtain the board of health certification, confirmation - PROPOSED WATER LINE 5' ` _ _ -ARE 40' / J38 PREPARED FOR: MARK & DIANE BRADFORD of the proper installation is required. I � -'' 55'11' a.) Excavation of unsuitable material NOTES' EXISTING WATER LINE \60' SCALE: 1 " = 2 0' DATE: DECEMBER 16,2008 I b.) Placement of the clean bock All1.) LOT 064 DOES NOT LIE !N A ZONE l/ TO BE REMOVED 11 88.000 „ - ' 28' c.) Installation of the system with a// components \ ' 0 w� exposed for inspection and preparation of WELL PROTECT/ON ZONE. r39 / � S 80 22 0 ! � 7 WEBB'Y ENGINEERING A ©CIA TES INC. �Is Built" CATCH BASIN d.) Whenexisting ground elevations are changed a 2.) LOT 064 DOES NOT LIE /N A FLOOD HAZARD ZONE AS \ ` J ' ' �' Civil Engineers �e Land Surveyors finished ground elev, asbuit shall be required DETERMINED BY THE FIRM MAP. - / ' p County 't prior to certificate of compliance being issued. _ 1 (� O (� ount Road - Pl mapton MA. J) THERE ARE NO WETLANDS WITH/N 100 FEET38 - - lOAO 1" Utility Notes OF THE LEACHING FACILITY. i3�' Tr (l U1 ) 585 > 164 44 24.) The location of utilities is approximate only. Dig-Safe �w Q F M a � }.,�► �'- and other appropriate authorities sha!l be notified to 4) THERE ARE NO KNOWN POTABLE WELLS WITHIN 200 /1L-r�� S JOSEPH verif actual locations. 1�� z N o F,�� � -. y OF THE LEACHING FACILITY. �` �; , 5) THERE ARE NO KNOWN EASEMENTS WHICH J O HNC s 1( . `` V E �,��.KA J R. N F r` WBBSY, ° VER.ACKA JR. �+ -r COULD IMPACT THE SYSTEM. No, 28717 # EVIL -o- CIVIL � � r1c3 26237 37-37 q No. 25237tST f �C� < w-1 Y- �� C r• Land Waleyor Prof. Engin ,...