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Home My WebLink AboutBLD-19-555 'r ONE & TWO FAMILY ONLY-BUILDING PERMIT # iffy Town of Yarmouth Building Department _...i ,. 1146 Route 28, South Yarmouth,MA 02664-4492 +� 508-398-2231 ext. 1261 Fax 508-398-0836 Massachusetts State Building Code,780 CMR Building Permit Application To Construct, Repair, Renovate Or Demolish a One-or Two-Family Dwelling This Section For Official Use Only Building Permit Number: $ LaO• /91%)S3S' Date Applied: • . , ' A • It's Sp�l(S . .. $=B-1g m BuildingOfficial -1 (Print Name) • Signature. .. Date T _ • • SECTION 1:Slit INFORMATION. • � m m m v 1.1 Property Address:�^ 1.2 Assessors Map&Parcel Numbers -n A b �K(QRT WxSi� /00 O z N 1.1a Is this an accepted street?yes .— no Map Number Parcel Nu er A C 1.3 Zoning Information: 1.4 Property Dimensions: ] e�1 Z re Zoning District Proposed Use Lot Area(sq ft) rontage(ft) T N . n :O 1.5 Building Setbacks(ft) 0m Front Yard Side Yards Rear Yard Z C Required Provided Required Provided Required Provided rMr7 O o ?+ / 1, I / d ice' /d' /It' 1.6 Water Supply:(M.G.L c.40,154) 1.7 Flood Zone Information: 1.8 Sewage Disposal System: Public Mee Private❑ Zone: — Outside Flood Zone? _ Check if yes❑ Municipal 0 On site disposal system Lf • . ' •SECTION 21 PROPERTY OWNERS-RIP' . . .. - 2.1 Owner'of Record: g r Roy �v,► ph' 371-t9l P 11tU. l v n C, E _IN Name(Print)(PCity,State,ZIP ' - Na. d St e M P`'�h --ice / ��/one ,mail Address } 7.61 j.I —? 2x10 SECTION 3:.DESCRIPTION OF PROPOSED WORK'(check all that apply) l_--,,; ,o --PKa'sTp t4 New Construction-2rExisting Building❑ Owner-Occupied 0 Repairs(s) 0 Alteration(s) 0 Add_Zoon=•— Demolition 0 Accessory Bldg. 0 Number of Units I Other 0 Specify: Brief Description of Proposed Work2: fru CCIOAl5-Mv 04-u 0, p 'NcG l�, , .0 SECTION 4:EST MATED CONSTRUCTION COSTS. .' ' Item Estimated Costs: ` - - ., (Labor and Materials) -, . . - ' 'OffieialT7se,Only',......"' 1.Building $ �] ova .i.••Btidmg Pemut Fee;$ )3 1) Indicate how fie is determined: 2.Electrical 'IC Standard City/Town Application Fee - • ' _'.: '• . GG ❑Total Project Costa(Item6)xmultipfier. . • ,' 3.Plumbing $ / O- 2: Other Fees: $-35 .... . . . - • � 4.Mechanical (HVAC) $ /ti; List 5.Mechanical (Fire - . Suppression) $ @ t Total All Fees:$ Check}t6. • • Check Amount Cash Amount: - ' 6.Total Project Cosi: $ / 3Sl f..7-•P ❑Path'mm n 'l O . . ' utstanding Balance Due:16r A opNcI . SECTION 5:.CONSTRUCTION SERVICES • 5.1 Co truction Supervisor License(CSL) 0 b yniratito rr \n£f�� umK} License Ndmber es I Name of C Holder /� P C/^ 3 4111$1 u L i— / 'At List CSL Type(see below) -. No.an Street\,.JN1.f" \�+1 Type • Description iocetti ki}R ma vth, AM-. U loos Unrestricted(Buildings up to 35,000 cu.ft.) R Restrictedl&c2FamilyDwelling City/Town,State, M Masonry RC Roofing Covering • �� WS Window and Siding 7 c —y i F- — SF Solid Fuel Burning Appliances I Insulation Telephone Email address D Demolition 5.2 Registered Home Improvement Contractor(RIC) ` O 9 f , /i//f -(IL, ( SpA`leTe f� tkrion/ g a_T BICRegistrationumbOC//Eer Expiration Date HICCompany Name orBCRegistrant Namepu74 /�L/� ' No.and Street s /BOv p/� �I L L 'RUN. '�U N.. Email address City/Town,State,ZIP r„�/ K Telephone SECTION 6:WORKERS' COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c.152.§ 25C(6)) Workers Compensation Insurance affidavit mustbe completed and submitted with this application. Failure to provide • this affidavit will result in the denial of the Issuan of the banding permit. Signed Affidavit Attached? Yes No ❑ SECTION 7a:OWNER AUTHORIZATIONTO BE COMPLETE))WHEN • • OWNER'S AGENT OR CONTRACTOR APPLIES�p� FOR BUMMINGlPPERNIIT .. I,as Owner of the subject property,hereby authorize JSP I�p�/��Th'�Na ik— to act on my behalf in all matters relative to work authorized by this building permit plication.I i//z j (/��e 'ss //onii� ' �atur // Prim Owner's Name(Electronic. e) Date SECTION 7b: OWNER'OR AU AHORIZED AGENT DECLARATION By entering my name below,I hereby attest under the pains and penalties of perjury that all of the information contained in thislication�is tine and accurate to the best of my knowledge and understanding. ( P - 311 MON ?/” /, g Print Owner's or A onzed Assent's Name Electronic Si • pate . . NOTES: • 1. An Owner who obtains a building permit to do his/her own work,or an owner who hires an unregistered contractor (not registered in the Home Improvement Contractor(BIC)Progam),will not have access to the arbitration program or guaranty fund under M.G.L. c. 142k Other important information on the MC Progam can be found at www.mass.gov/oca Information on the Construction Supervisor License can be found at www.mass.gov/dns 2. When substantial work is planned provide the information below: Total floor area(sq.ft.) /4 C1 (including garage,finished basement/attics,decks or porch) Gross living area(sq.ft.) Habitable room count S Number of fireplaces / Number of bedrooms t Number of bathrooms Number of half baths Type of heating system Number of deo porches 2 Type of cooling system Enclosed Open 3. "Total Project Square Footage"may be substituted for"Total Project Cost" �'/ Department oflndastrialAccidents _ 3 -..4/10a-- 1 . 1 Congress Street, Suite 100 ='J'l= Boston, MA 02119-2017 • •�''�*..za. • www.mass.gov/dia • • Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/plumbers. TO BE FILED WITH THE PERMITTING AUTHORITY. Applicant Information r / Please Print Legibly ^ '' Name (Business/Organization/Individual): . . 1y (27 t ' &c OA! �ye{19— Address: 3 ',One() R ILC JRON• City/State/Zip: ,S• $CR f N r44 Phone#:'I --lig '— bit?' Are you an employer?Check the appropriate box: Type of project(required): 1. a employer with / employees(full and/or pan-time).* 7. 9 New construction 2.9 I am a sole proprietor or partnership and have no employees working for me in 8. 9 Remodeling any capacity.[No workers'comp.insurance required.] 3.9I am a homeowner doingall work 9. 0 Demolition myself.[No workers'comp. insurance required.]t 4.01 am a homeowner and will be hiring contractors to conduct all work onenation insurance my or areproperty.sole1 will 1 0 Building addition ensure that all contractors either have workers'compensation 11.0 Electrical repairs or additions proprietors with no employees. 12.❑Plumbing repairs or additions 5.0 I am a general contractor and I have hired the sub-contractors listed on the attached sheet These sub-contractors have employees and have workers'comp.insurance.* 13.❑Roof repairs 6.9 We are a corporation and its officers have exercised their right of exemption per MGL c. 14.0 Other 152,§I(4),and we have no employees. [No workers'comp,insurance required.] *Any applicant that checks box 41 must also 611 out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. *Contractors that check this box must attached an additional sheet showing the name df 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: / n A V..,e_Caa R 1 x Poli #or Self-ins. Lk.#: 6"-- 16.i V'6 — ol if 90 7 a 2 Expiration Dater `� Job Site Address: � Q R -t W'egn ei City/State/Zip: f . +4 R m i0 at►1/ M A Attach a copy of the workers' compensation policy declaration page(showing the policy number Fhd expiration date). Failure to secure coverage as required under MGL c. 152, §25A is a criminal violation punishable by a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator.A copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby c under tire p ' enalties of perjury that the information provided above is true and correct Signature: C a' 47 Date: 7/07/12Phone#: 7 (j I - 7 IF- 751 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#: -ort'= TOWN OF YARMOUTH rz^•- t �° BUILDING DEPARTMENT • 0 - s - x 1146 Route 28,South Yarmouth,MA 02664 Sj, � 508-398-2231 ext. 1261 Fax 508-398-0836 • BUILDING DEPARTMENT DEMOLITION DEBRIS DISPOSAL AFFIDAVIT Pursuant to M.G.L. Chapter 40, Section 54 and 780 CMR, Chapter I, Section 1113, I hereby certify that the debris resulting from the propose worktdemol' 'on to be conducted at 4 a CRR a.i w�� )s( d Work Address Is to be disposed of at the following location: % -4 `CEyC 0 Said disposal site shall be a licensed solid waste facility as defined by M.G.L. Chapter 111, Section 150A. - ♦ /afif lS Signature of Applicatio I Date Permit No. . ILig1 ° .011;1.44 TOWN OF YARMOUTH WATER DEPARTMENT C� 99 Buck Island Road ;r•EE West Yarmouth, MA 02673 Telephone: (508) 771-7921 • Fax: (508) 771-7998 Letter of Water Availability Date of Issue: 6/26/18 1. Single Family Dwelling X 4. Commercial / Industrial 2. Duplex Family Dwelling 5. Other (Specify) 3. Condominium Dwelling Reference; Massachusetts General Laws Chapter 40, Section 54 To: Town of Yarmouth Building Inspector Please be advised that the Town of Yarmouth public water supply is available to service lot/ Parcel (s) 40 Street: 62 GREAT WESTERN RD., SY As shown of Assessors sheet/ map 100 Issuance of this Letter of Availability is subject to the following provisions / restrictions: (1) The property owner agrees to comply with all federal State, and Local Laws, Rules and Regulations as they pertain to the use of the public water supply. (2) The Yarmouth Water Department shall have exclusive rights as to the size, number, type and location of all water service lines, fire service lines or appurtenant items connected to the water distribution system. (3) The Yarmouth Water Department reserves the right to require, at the property owner's expense, the installation of water mains and appurtenant items to meet water demands requisites within any structure relevant to this Letter of Availability. (4) This Letter of Availability will expire 180 days from the date of issue I have read and understand the provisions / restrictions of this Letter of Water Availability. /�, owner (sign) CAR* 'UNPH ZLYarmouth Water Depa t\ �t_Yae TOWN OF YARMOUTH G,3EC5Cu"r'7u • g ; - HEALTH DEPARTMENT JUN 4 5 Zola �\4' � ��/$ PERMIT APPLICATION SIGN OFF TRANSMI " ligglI'EFEC r To be completed by Applicant: d Building Site Location: 4 a, GR�-r Wgrs � t ted - 7OV/h f'J Rm 0 Proposed Improve�'iientf4 A - A- -e- A. & 1 C f • And /\ L " sQ p, �yr C. !fl r� p �q Applicant: ,4RDL )//1kJp4, Tel. No.: 7f 1- / 'Y-o o ° l Address: 3 H17R p vi J//I LG Rpncl I , Rvd//1/7Date Filed: &/y0/i r •'Ifyou would like e-mail notification ofsign off,please provide e-mail address: Owner Name: OL- p Owner Address:3 7474 &V R I/il-C Rt • S' yf/l Owner Tel. No.: 7' Y" 19 fS f RESIDENTIAL AND/OR COMMERCIAL BUILDING HEALTH DEPARTMENT: Determines Compliance to State and Town Regulations; i.e., Requirements For Septage Disposal and other Public Health Activities. Please submit three (3) copies of plans, to include: (1.) Site Plan showing existing buildings, water line location, and septic system location; (2.) Floor plan labeling ALL rooms within building (all existing and proposed) - Note:Floor plans not required for decks,sheds, windows, roofing; (3.) If necessary, Title 5 application signed by licensed installer ��77 with fee. REVIEWED BY ( L'&acac/ DATE: PLEASE NOTE COMMENTS/CONDITIONS: Sing)0X 7/7 ( 5109 -r 41, 2. 610te r, an -?3->? // '.moi . 1 1lir ?r # e!f >WWI7 • • Massachusetts Department of Public Safety clic* ' Board of Building Regulations and Standards License:CSFA-069294 Construction Supervisor 1 8 2 Family 4 ROBERT B DUNPHY *" 3 HARBOUR HILL RUN 7 SOUTH YARMOUTH MA 02684 �..nnDLL- Expiration: • Commissioner 08/142018 Q/ie -eamanomvea ch oiPSdac ea • c1-4V5 Office of Consumer Affairs and Business Regulation - 10 Park Plaza- Suite 5170 Boston, Massachusetts 02116 Home Improvement Contractor Registration Type: Individual • Registration: . 180935 ROBERT B. DUNPHY Expiration: 02/01/2019 3 Harbour Hill Run South Yarmouth, MA 02664 - • • Update Address and return card. Mark reason for change. iCA1 0 2DFd-05/11 - 0 aaa...ee rn R.- wpf_0 C.....In.nnan+ rl I rot rerrl o4,y TOWN OF YARMOUTH WATER DEPARTMENT 99 Buck Island Road LAK%.),.,ucriecoWest Yarmouth, MA 02673 - -- \ Telephone: (508) 771-7921 • Fax: (508) 771-798-- • _ 01 Letter of Water Availability "' Date of Issue: 6/26/18 1. Single Family Dwelling X .._ 4. Commercial / Industrial 2. Duplex Family.Dwelling 5. Other (Specify) 3. Condominium Dwelling Reference; Massachusetts General Laws Chapter 40, Section 54 To: Town of Yarmouth Building Inspector • Please be advised that the Town of Yarmouth public water supply is available to service lot/ Parcel (s) 40 Street: 62 GREAT WESTERN RD., SY As shown of Assessors sheet/ map 100 • Issuance of this Letter of Availability is subject to the following provisions / restrictions: (1) The property owner agrees to comply with all federal State, and Local Laws, Rules and Regulations as they pertain to the use of the public water supply. (2) The Yarmouth Water Department shall have exclusive rights as to the size, number, type and location of all water service lines, fire service lines or appurtenant items connected to the water distribution system. (3) The Yarmouth Water Department reserves the right to require, at the property owner's expense, the installation of water mains and appurtenant items to meet water demands requisites within any structure relevant to this Letter of Availability. (4) This Letter of Availability will expire 180 days from the date of issue I have read and understand the provisions/ restrictions of this Letter of Water Availability. /iv*caner (sign) CAROLPUNPH Yarmouth Water Depar-t'men Engineering / Surveying Division • New House (vacant lot / never developed/new foundation) Building Permit Review Work Sheet Address: at lag ri 7 fl e'/t/ Assessors Map & Parcel: ZOO Assessors Plan#: "Poe �o ' — �� Plan Type: jeeZVtO' e/%f/m K/ Recording Date: 401,41/4",,/980 Planning Board #: • Endorsement Date: Planning Board Release Date: '$1. ' •„ 0\ TOWN OF YARMOUTH {O� ,-•" I -7,404; 1146 ROUTE 28 SOUTH YARMOUTH MASSACHUSETTS 02664-4451 •ny�MATTA n [3 -' —�V L %w,og.tns-Era,! Telephone(508) 398-2231,Ext. 1250—Fax(508) 760-4830 Engineering and Surveying Division Building Permit Review Residential and /or Commercial Buildings Name of Applicant: ver 9' Telephone or Email Address: 3 f fr a bCJR /--(i £4. C.i M 'i • Proposed Building Location: /4 /-e f tChe t/, Fa Date Submitted: '7/ 7 744 f g` 7 EL- Requirements 1—Requirements for review: Please submit one (1) copy of plans,to include: 1. For Residential: Site Plan showing proposed and/or existing buildings, proposed contours with bench mark, water service location, and septic system location. For Commercial: Site Plan showing details required by the Zoning By-law and revisions required by Site Plan review, if any. Note: Site plans must be signed and stamped by a Licensed Professional Land Surveyor and Engineer or Sanitarian. 2. House or Building- Floor Plan(s) and Elevation 'Ian(s) 3. One(1) •.pyo application. Reviewed By: a / / Date: fol` i � /g PLEASE NOTE 666 Comments/Conditions: tai Printed on Recycled Paper • TOWN OF YARMOUTH BUILDING DEPARTMENT PLAN REVIEW &BUILDING PERMIT APPLICATION REVIEW Applicant Name Peui±Address Fra &MAI LvQ fterr Review Date % — 1 ntw D . 'r, - I is 1 •O Lice..., . 0c„ cfn rm r(Aw.1 r CAC ti/acNy Z1(I I Q�• x 00\ 1o5.1 \ S'x S9rt Q ()skit;01 cn‘q SEA&B Engineering I P.O.Box 688 i Eastham,MA 02642-0688 (508)240-3987 ��QFQrY S"`'" of t4ARD ' `t June 24, 2018 C3 {��.93738 0 Mr.Frank D. Ciambriello 302 Setucket Rd. �,4 Dennis, MA 02638 6 24//red Reference: Dun Rite Realty,62 Great Western Rd., So.Yarmouth,MA Dear Frank, This home design has been evaluated according to your drawings and the requirements of the 9th edition of the building code for wind exposure B,and the WFCM guide(wood framing construction manual). General • The long main beam girt is to be a triple 2x10 supported by 3 %in. dia. standard lally columns,located as shown on the drawings, concrete filled and connected to the main beam girt with Simpson LCC4.5-3.5 Connectors. These columns are to be tight fit on steel base plates 8 in.x 8 in. x 'V2 in.thick on footings 28 in. min,x 28 in,min,x 14 in.min. deep. Each base plate is to be secured with two 7 inch long Hilti bolts into the concrete and centered with one at each side of the columns in the direction of the beam above. The columns are to be welded to their base plates with 1/16 in. fillet welds,all around. The base plates may be embedded into the concrete for flush surfaces if desired. • The short main beam girt is to be a triple 2x10 supported by 3 ''A in. dia. standard lally columns,located as shown on the drawings,concrete filled and connected to the main beam girt with Simpson LCC4.5-3.5 Connectors. These columns are to be tight fit on steel base plates 8 in. x 8 in. x ''A in.thick on footings 24 in. min,x 24 in,min,x 12 in. min. deep. Each base plate is to be secured with two 7 inch long Hilti bolts into the concrete and centered with one at each side of the columns in the direction of the beam above. The columns are to be welded to their base plates with 1/16 in. fillet welds,all around.The base plates may be embedded into the concrete for flush surfaces if desired. • The outer band for the front deck is to be a double 2x10. It is to be supported by three equally spaced piers,at the ends and in the middle. The corner piers are to be 12 in. dia. sonos,four ft.min.below grade. The middle pier is to be a"Big Foot"BF 24 with an 8 in. dia. tube, four ft.min. below grade. Front deck joists are to be 2x8s at 16 in. o.c. • The outer band for the rear deck is to be a double 2x10.It is to be supported by three equally spaced piers,at the ends and in the middle.The corner piers are to be 14 in. dia. sonos,four ft.min. below grade. The middle pier is to be a"Big Foot"BF 24 with an 8 in. dia. tube, four ft.min. below grade.Rear deck joists are to be 2x8s at 16 in. o.c. I' . • The second floor support beam in the front to back direction is to be a 5 '/a x 14 Microllam LVL. This may be made up of three Microllam LVL members 1 ' in.wide and connected together a shown in sheet 36,Assembly B.The members are to be connected with two rows of'/ in. dia.A307 through bolts at 16 in.o.c. Hardware is to be dry or zinc coated but not waxed and with washers on each side.Each bolt is to be torqued to 24 ft. lbs.,then each bolt re-torqued.This beam is to be supported at each end with 3 1/2 x 5 ''A Parallam PSL columns connected to the beam with Simpson EPC 64 connectors. The lower ends of these columns are to be connected to the foundation walls with Simpson CB 46 onnectors. • The cathedral ceiling area requires three 4 in.x 8 in.tie beams,spaced as shown on the drawings.Rafters are required on each side of each tie beam and solidly secured from each side with Timberlok screws or equivalent. The tie beams are also to be solidly secured vertically at each end through both upper plates with Timberlok screws or equivalent. • The Garage and family room second floor joists are to be TJI 560s x 11 7/8 at 16 in. o.c. With the TJIs, squash plates are required for local loads from above such as wall crossovers and web stiffeners are required for support locations from below.Requirements for these and other TM connections are to be as shown in sheets 34 and 35. • Anchor bolts are to be 5/8 in. dia. with 3 in.x 3 in.x ''A in.thick square washers,spaced 43 in.max.and 6 to 12 in.from ends of sill plates. • For sheathing,the structural paneling is to be 7/16 WSP.The minimum length of full height sheathing for the external wall width is to be 57%and for the external wall length is to be 35%.Nailing of the sheathing is to be with 8d common nails, 3 in. edge and 6 in. field. • Nailing is to be according to the schedule shown in Table 2 of the WFCM guide. • Simpson H2.5A connectors are to be provided at all rafter and upper plate intersections. Analysis For the analytical section model shown in sheet 1,the tie beam indicated is made equivalent to the actual tie beams by ratioing the 16 in. general section spacing to the 5 ft.tie beam spacing,and multiplying this ratio by the 1 1/2 in.thickness for a 2x8 member,resulting in an analytically equivalent thickness of 0.4 in. Wind load selection is based on based on roof pitch,wall and roof surface area,and area section location. The main roof angle is 39.81 degrees.Maximum horizontal wind load for this angle is 21.8 psf. This resolves to a vertical wind loading of 10.72 psf. Snow load is 25 psf.Horizontal wind load for external walls is 22.6 psf. Total vertical loading on the roof consists of snow plus'A vertical wind and material weight. Internal floor live loads are 40 psf. Deck live loads are 60 psf. All material weight is evaluated and combined in by the computer. Analytical Sheets • Sheets 1 to 7 show the section model, vertical loading illustration,node identification, member identification,node deflections, maximum member stress,and support reactions for the vertically loaded model. • Sheets 8 to 11 show the same parameters for the wind shear model as sheets 2, 5,6 and 7 show for the vertically loaded model. • Sheets 12 to 36 are analytical sizing sheets for the beams, column footings, pier footings, and connection requirements for the TJIs and multi member LVLs. Please let me know if you have questions Regards, Richard P. Anderson C }IARD ,t+f=F30°9 �q19TT8 O Jab No Sheet No Rev • r ' t " 1 >� : Software licensed to Microsoft Pan Job Tale Ref • T,P ckelt,/ All et/ BY Dick A Def21Jun-18 cm Client rile Dun Rite.std Deterr" 21-Jun-2018 15:26 `a o'f' / . I, �A/ t f� 9•,,f f Y f! z e.* 0001000000100010101 Load 1 e Pant Timeloate:21/0e1201815'41 STAAD.Pro V81(SELECTseries 5)20.07.10.66 Print Rtn 1 d 1 . Y" Job No [Sheet No Rev ► Software licensed to Microsoft Pan Job Title — Ref V 1"req/LeVI fl/[,/ //V.heoyf ey DickA oate2lJun-18 CM Client /// fi1s Dun Rite.std D8teRfAe 21-Jun-2018 15:26 !tr e ' iT1 4"i i`/ Y ' �" T ,ir ' rte:"' .` I I Load 2 Print lane/Dater.21106/201815 42 STAAD.Pro V8i(SELECTseries 5)20.07.10.66 Pant Run 1 of 1 A y Rev r--1:1-711 �,•5 Job NO Sheet No s7 g"" 9 Software licensed to Microsoft Pert Job Title Ref de C 14 _T " f� � Be DickA DB1e21Jun-18 cnd Client Fil° Dun Rite.std DB1efn" 21-Jun-2018 14:53 ts , e m ZX } to 1 Print 7lmeroate:211C0/2016 1413 STAAD.Pro V8i(SELECTseries 5)20.07.10.66 Print Pus 1 of 1 Job No Sheet No Rev Cal silr Software licensed to Microsoft Part T Job Title / Ref Ale/WA' I�p� /'J'+e074elAt eY DickA D81a21Jun-18 CM chane 777""""' File Dun Rite.srd Dateme1e 21Jun-201814:53 5• • 41a 0 12 7 14 e - 11 1 10 lea 11 di Print Tine/Date:21/0020101454 STAAD.Pro Vel(SELECTseries 5)20.07.10.66 Print Run 1 of 1 Job No I Sheet No [Rev 4S Software licensed to Microsoft vert Job The Ref � p /� - ClientClient - I f1 ' age e r/T1 e94,S B' Dick oate2l.Jun-18 Chd V Fib Dun Rite.std DB1Bfiime 21-Jun-2018 15:26 Node L/C X-Trans Y-Trans Z-Trans Absolute X-Rotan Y-Rotan Z-Rotan (in) (in) (in) On) (rad) (rad) (rad) 3 3 0.003 -0.068 0.000 0.068 0.000 0.000 0.000 7 3 -0.003 -0.068 0.000 0.068 0.000 0.000 -0.000 5 3 0.000 -0.066 0.000 0.066 0.000 0.000 0.000 4 3 0.000 -0.066 0.000 0.066 0.000 0.000 -0.000 6 3 -0.000 -0.066 0.000 0.066 0.000 0.000 0.000 3 2 0.002 -0.060 0.000 0.060 0.000 0.000 0.000 7 2 -0.002 -0.060 0.000 0.060 0.000 0.000 -0.000 5 2 0.000 -0.058 0.000 0.058 0.000 0.000 0.000 4 2 0.000 -0.058 0.000 0.058 0.000 0.000 -0.000 6 2 -0.000 -0.058 0.000 0.058 0.000 0.000 0.000 8 3 0.035 -0.009 0.000 0.036 0.000 0.000 0.002 2 3 -0.035 -0.009 0.000 0.036 0.000 0.000 -0.002 8 2 0.030 -0.008 0.000 0.031 0.000 0.000 0.002 2 2 -0.030 -0.008 0.000 0.031 0.000 0.000 -0.002 3 1 0.000 -0.008 0.000 0.009 0.000 0.000 0.000 7 1 -0.000 -0.008 0.000 0.009 0.000 0.000 -0.000 4 1 0.000 -0.008 0.000 0.008 0.000 0.000 0.000 6 1 -0.000 -0.008 0.000 0.008 0.000 0.000 -0.000 5 1 -0.000 -0.008 0.000 0.008 0.000 0.000 0.000 2 1 -0.004 -0.001 0.000 0.004 0.000 0.000 -0.000 8 1 0.004 -0.001 0.000 0.004 0.000 0.000 0.000 1 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1 2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1 3 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9 2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9 3 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10 2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10 3 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11 2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11 3 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Print lime/Date:21!06/201815.43 STAAD.Pro V81(SELECTseries 5)20.07.10.66 Pnnt Runt of 1 Job No Sheet No [Rev its" �"' c Software licensed to Microsoft Part Job Title /j�� /j /� v Ref Client - -/ it�'�ep-' I 'ey5, "d cty �' Dick A Dat21 .Jun-18 Chd File Dun Rite.std IDatmrima 21-Jun-2018 15:26 Cont.. Beam LJC Section Axial Bend-Y Bend-Z Combined Shear-Y Shear-Z (psi) (psi) (Psi) (Psi) (Psi (Psi) 15 1 0.000 -29.315 0.000 -182.006 -211.322 4.784 0.000 15 1 1.000 -29.315 0.000 -182.006 -211.322 -4.784 -0.000 15 2 1.000 -207.162 0.000 41.457 -248.619 -0.000 -0.000 15 2 0.917 -207.162 0.000 41.457 -248.619 -0.000 0.000 15 2 0.833 -207.162 0.000 41.457 -248.619 -0.000 0.000 15 2 0.750 -207.162 0.000 41.457 -248.619 -0.000 0.000 15 2 0.667 -207.162 0.000 41.457 -248.619 -0.000 0.000 15 2 0.583 -207.162 0.000 41.457 -248.619 -0.000 0.000 15 2 0.417 -207.162 0.000 41.457 -248.619 -0.000 0.000 15 2 0.500 -207.162 0.000 41.457 -248.619 -0.000 0.000 15 2 0.333 -207.162 0.000 41.457 -248.619 -0.000 0.000 15 2 0.167 -207.162 0.000 41.457 -248.619 -0.000 0.000 15 2 0.250 -207.162 0.000 41.457 -248.619 -0.000 0.000 15 2 0.083 -207.162 0.000 . 41.457 -248.619 -0.000 0.000 15 2 0.000 -207.162 0.000 41.457 -248.619 -0.000 0.000 15 3 0.833 -236.477 0.000 18.212 -254.690 -3.190 0.000 15 3 0.167 -236.477 0.000 18.212 -254.690 3.190 0.000 15 3 0.083 -236.477 0.000 -53.230 -289.708 3.987 0.000_ 15 3 0.917 -236.477 0.000 -53.231 -289.708 -3.987 0.000 15 3 0.750 -236.477 0.000 73.779 -310.256 -2.392 0.000 15 3 0.250 -236.477 0.000 73.779 -310.256 2.392 0.000 10 2 0.000 0.000 0.000 -335.711 -335.711 34.793 0.000 10 2 1.000 -0.000 0.000 -335.711 -335.711 -34.793 -0.000 10 3 1.000 -0.000 0.000 -349.880 -349.880 -36.261 -0.000 10 3 0.000 0.000 0.000 -349.880 -349.880 36.261 0.000 15 3 0.667 -236.477 0.000 113.469 -349.947 -1.595 0.000 15 3 0.333 -236.477 0.000 113.469 -349.947 1.595 0.000 15 3 0.583 -236.477 0.000 137.283 -373.761 -0.797 0.000 15 3 0.417 -236.477 0.000 137.284 -373.761 0.797 0.000 15 3 0.000 -236.477 0.000 -140.549 -377.027 4.784 0.000 15 3 1.000 -236.477 0.000 -140.549 -377.027 -4.784 -0.000 15 3 0.500 -236.477 0.000 145.222 -381.699 -0.000 0.000 9 2 0.917 0.000 0.000 -553.595 -553.595 -50.589 0.000 9 2 0.083 0.000 0.000 -553.596 -553.596 50.589 0.000 9 3 0.917 0.000 0.000 -576.959 -576.959 -52.724 0.000 9 3 0.083 0.000 0.000 -576.960 -576.960 52.724 0.000 9 2 0.000 0.000 0.000 -1.02E+3 -1.02E+3 60.707 0.000 9 2 1.000 -0.000 0.000 -1.02E+3 -1.02E+3 -60.707 -0.000 9 3 0.000 0.000 0.000 -1.07E+3 -1,07E+3 63.269 0.000 9 3 1.000 -0.000 0.000 -1.07E+3 -1.07E+3 -63.269 -0.000 Print nme/Date:21/00/201013.44 STAAD.Pro V8i(SELECTseries 5)20.07.10.66 Print Run 12 0111 Job No 1 Sheet No I Rev • �[` Software licensed to ASposofPart • Job Title Ref clientU,0, A:997p7 f7`7 d of T BY DickA c�21Jun-18 cnd - v PIIe Dun Rite.std ichoolimie 21-Jun-2018 15:26 Node UC Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z (kip) (kip) (kip) (kip-in) (kipin) (kipin) 9 3 -0.034 1.657 0.000 0.000 0.000 -22.677 9 2 -0.029 1.501 0.000 0.000 0.000 -21.914 10 3 0.000 1.206 0.000 0.000 0.000 16.138 10 2 0.000 1.157 0.000 0.000 0.000 15.485 1 3 0.034 1.116 0.000 0.000 0.000 0.725 1 2 0.029 0.982 0.000 0.000 0.000 0.851 11 3 0.000 0.665 0.000 0.000 0.000 5.814 11 2 0.000 0.638 0.000 0.000 0.000 5.578 9 1 -0.005 0.156 0.000 0.000 0.000 -0.763 1 1 0.005 0.134 0.000 0.000 0.000 -0.126 10 1 0.000 0.049 0.000 0.000 0.000 0.654 11 1 0.000 0.027 0.000 0.000 0.000 0.235 Pnnt Thee/Date:21/06/201515.44 . STAAD.Pro V81(SELECTseries 5)20.07.10.66 Print Run 1 of 1 • arsonSoftware licensed to Microsoft Part • Job Tide Ref at;,,I --1-1 037/6 I111S,47i40, By Dick A 021-Jun-18 CM Client FI4 Dun Rite,wind shear.std °Mem"' 21-Jun-2018 15:49 s'!f t .r. a .. T rrr,•• 0ate Load 2 Pmt Tme/Date:21/05201815:50 STAAD.Pro V81(SELECTseries 5)20.07.10.66 Print Run 1 or 1 Software Rescued to Manson ped Job Tilt Ref Me e 4 / '%% 'c74eV 5 B' Dick Dal21Jun-18 CM Client f File Dun Rite,wind shear.std Daleneee 21-Jun-2018 15:39 Node UC X-Trans Y-Trans Z-Trans Absolute X-Rotan Y-Rotan Z-Rotan (in) (in) (in) (in) (rad) (rad) (rad) 7 3 -0.864 -0.125 0.000 0.873 0.000 0.000 -0.002 3 2 -0.863 0.123 0.000 0.872 0.000 0.000 -0.001 7 2 -0.864 -0.117 0.000 0.872 0.000 0.000 -0.002 3 3 -0.863 0.115 0.000 0.871 0.000 0.000 -0.001 6 3 -0.796 -0.041 0.000 0.797 0.000 0.000 -0.002 4 2 -0.796 0.040 0.000 0.797 0.000 0.000 -0.002 6 2 -0.796 -0.033 0.000 0.797 0.000 0.000 -0.002 4 3 -0.796 0.032 0.000 0.797 0.000 0.000 -0.002 8 2 -0.767 0.001 0.000 0.767 0.000 0.000 0.004 5 3 -0.766 -0.005 0.000 0.766 0.000 0.000 -0.002 5 2 -0.766 0.004 0.000 0.768 0.000 0.000 -0.002 2 3 -0.765 -0.002 0.000 0.765 0.000 0.000 0.004 8 3 -0.762 -0.000 0.000 0.762 0.000 0.000 0.004 2 2 -0.761 -0.001 0.000 0.761 0.000 0.000 0.004 3 1 0.000 -0.008 0.000 0.009 0.000 0.000 0.000 7 1 -0.000 -0.008 0.000 0.009 0.000 0.000 -0.000 4 1 0.000 -0.008 0.000 0.008 0.000 0.000 0.000 6 1 -0.000 -0.008 0.000 0.008 0.000 0.000 -0.000 5 1 -0.000 -0.008 0.000 0.008 0.000 0.000 0.000 2 1 -0.004 -0.001 0.000 0.004 0.000 0.000 -0.000 8 1 0.004 -0.001 0.000 0.004 0.000 0.000 0.000 1 2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1 3 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9 2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 • 9 3 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10 2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10 3 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11 2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11 3 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Rini Time/Date:21176/201615:47 STAAD.Pro V8l(SELECTseries 5)20.07.10.66 Flint Run 1 of 1 e Saliva*licensed to Microsoft Pad • Job The Ref /�t7ea 4o /[/ 2e By DickA 0e1e21Jun-18 Chd Client - �Sl --I' "Ae Dun Rite,wind shear.std Datemt. 21-Jun-2018 15:39 Beam UC Section Axial Bend-Y Bend-Z Combined Shear-Y Shear-Z (Psi) (Psi) (Ps) (psi) (Ps) (Psi) 8 3 1.000 5.664 0.000 -1.19E+3 1.19E+3 -26.420 -0.000 1 3 0.000 24.697 0.000 1.11E+3 1.13E+3 -20.189 0.000 1 2 0.000 9.517 0.000 1.08E+3 1.09E+3 -19.419 0.000 8 3 0.917 5.459 0.000 -972.838 978.297 -25.148 0.000 1 3 0.083 24.492 0.000 940.665 965.157 -20.189 0.000 1 2 0.083 9.517 0.000 919.258 928.775 -19.419 0.000 1 3 1.000 22.231 0.000 -887.998 910.228 -20.189 -0.000 1 2 1.000 9.517 0.000 -839.681 849.197 -19.419 -0.000 1 3 0.167 24.286 0.000 774.423 798.709 -20.189 0.000 8 3 0.833 5.253 0.000 -771.000 778.253 -23.876 0.000 1 2 0.167 9.517 0.000 759.355 768.871 -19.419 0.000 1 3 0.917 22.436 0.000 -721.756 744.192 -20.189 0.000 1 2 0.917 9.517 0.000 -679.777 689.294 -19.419 0.000 8 3 0.000 3.198 0.000 671.489 674.686 -11.160 0.000 1 3 0.250 24.081 0.000 608.161 632.261 -20.189 0.000 1 2 0.250 9.517 0.000 599.451 608.968 -19.419 0.000 8 3 0.750 5.048 0.000 -579.632 584.680 -22.605 0.000 1 3 0.833 22.642 0.000 -555.513 578.155 -20.189 0.000 8 3 0.083 3.403 0.000 574.359 577.762 -12.432 0.000 1 2 0.833 9.517 0.000 -519.874 529.390 -19.419 0.000 8 3 0.167 3.609 0.000 468.758 470.366 -13.703 0.000 1 3 0.333 23.875 0.000 441.939 465.814 -20.189 0.000 1 2 0.333 9.517 0.000 439.547 449.064 -19.419 0.000 1 3 0.750 22.847 0.000 -389.271 412.119 -20.189 0.000 8 3 0.667 4.842 0.000 -398.735 403.577 -21.333 0.000 1 2 0.750 9.517 0.000 -359.970 369.487 -19.419 0.000 • 8 3 0.250 3.814 0.000 348.686 352.500 -14.975 0.000 15 2 1.000 20.456 0.000 298.243 318.699 2.493 -0.000 15 2 0.000 20.456 0.000 -297.289 317.746 2.493 0.000 9 3 0.500 0.000 0.000 312.079 312.079 -0.000 0.000 ' 1 3 0.417 23.669 0.000 275.697 299.366 -20.189 0.000 9 2 0.500 0.000 0.000 290.512 290.512 0.000 0.000 1 2 0.417 9.517 0.000 279.644 289.160 -19.419 0.000 9 3 0.417 0.000 0.000 288.072 286.072 6.179 0.000 9 3 0.583 0.000 0.000 286.072 286.072 -6.179 0.000 15 2 0.917 20.456 0.000 248.616 269.072 2.493 0.000 15 2 0.083 20.456 0.000 -247.662 268.118 2.493 0.000 9 2 0.417 0.000 0.000 268.303 266.303 5.752 0.000 9 2 0.583 0.000 0.000 266.303 266.303 -5.752 0.000 7 3 0.583 0.455 0.000 265.378 265.833 0.426 0.000 7 3 0.500 0.925 0.000 259.597 260.522 1.314 0.000 7 3 0.417 1.395 0.000 247.914 249.309 2.202 0.000 1 3 0.667 23.053 0.000 -223.029 246.082 -20.189 0.000 - 14 2 0.000 7.270 0.000 -232.033 239.303 0.700 0.000 14 2 0.083 7.270 0.000 -227.381 234.650 0.700 0.000 14 3 0.000 16.458 0.000 -217.978 234.438 1.743 0.000 Print Time/Dale:21/09201815.48 STAAD.Pro V8i(SELECTseries 5)20.07.10.66 Print Run 1 of 12 Software Iicemed to Mlcowll Part JouTN. / Ret .7 t'pfit//__gd f e VCAd of r By DickA D01e21Jun-18 CM ClientPile Dun Rite,wind shear.std Detenicee 21-Jun-2018 15:39 Node LJC Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z (kip) (Hp) (kip) (kipin) (kipin) (kip'In) 10 3 0.000 0.706 0.000 0.000 0.000 9.457 10 2 0.000 0.658 0.000 0.000 0.000 8.803 • 9 3 0.185 0.496 0.000 0.000 0.000 -23.045 11 3 0.000 0.369 0.000 0.000 0.000 3.407 11 2 0.000 0.363 0.000 0.000 0.000 3.171 9 2 0.191 0.340 0.000 0.000 0.000 -22.282 1 3 0.142 0.336 0.000 0.000 0.000 -7.152 1 2 0.136 0.202 0.000 0.000 0.000 -7.026 9 1 -0.005 0.156 0.000 0.000 0.000 -0.763 1 1 0.005 0.134 0.000 0.000 0.000 -0.126 10 1 0.000 0.049 0.000 0.000 0.000 0.654 11 1 0.000 0.027 0.000 0.000 0.000 0.235 Prem MINDetw.21106120181548 STAAD.Pro V81(SELECTseries 5)20.07.10.68 Print Ron 1 d 1 /2 Dun Rite, long main beam girt, triple 2x10 • . I Beam Length: 426.0 in Location: 0.0 in --4.71444e-3 In -0.08774854 Deflection 0.0 -0.203367 deg --0.1610897 Slope 0.203367 48792.02 AS1, n11111.. AIINII� AlIIIh. .1 1 ,I' 'r,. ,I,�,. I,p I • Ib-in --62130.09 Moment 0.0 -3850.807 le.. 11. . 11x.11 \ lb "��ll�� --4099.759 Shear 2719.091 qraullr -917.9122 2 �k ' � ii. Ah 4dllilllAl y; i4 41111 1'�I/' I�'lsimllnIUI °rii% Ib/in' -917.9122 Bending Stress Tensile:0.0 Compressive:0.0 -95.9008 \€117\17V IhA 0.0 Average Shear Stress 63.60446 I3 ** Dun Rite, long main beam girt, triple 2x10 ** BEAM LENGTH = 426.0 in MATERIAL PROPERTIES Modulus of elasticity = 1200000.0 lb/in' CROSS-SECTION PROPERTIES Moment of inertia = 321.51 in^4 Top height - 4.75 in Bottom height - 4.75 in Area = 42.75 in' UNIFORMLY DISTRIBUTED FORCES 75.375 lb/in at 0.0 over 426.0 in 0.39 lb/in at 0.0 over 426.0 in SUPPORT REACTIONS *** Simple at 0.0 in Reaction Force =-2719.091 lb Simple at 90.0 in Reaction Force --7537.767 lb Simple at 174.0 in Reaction Force =-6084.727 lb Simple at 258.0 in Reaction Force =-6226.66 lb Simple at 342.0 in Reaction Force =-7194.192 lb Simple at 426.0 in Reaction Force =-2513.453 lb MAXIMUM DEFLECTION *** 0.08774854 in at 40.04773 in No Limit specified MAXIMUM BENDING MOMENT *** -62130.09 lb-in at 90.0 in MAXIMUM SHEAR FORCE *** -4099.759 lb at 90.0 in MAXIMUM STRESS *** Tensile = 917.9122 lb/in' No Limit specified Compressive = 917.9122 lb/in' No Limit specified Shear (Avg) = 95.9008 lb/in' No Limit specified !el Dun Rite, short main beam girt, triple 2x10 Ia H HI I II II IH I I I II I I i Beam Length: 258.0 In __ _ Location: 0.0 in \' --4.081e-3 — in -0.05048473 Deflection 0.0 -0.09402478 deg --0.1159845 Slope 0.09402478 -27624.83 Is. . \��p_ .. . n.. "11111111r..1 Ib-In - -32886.91 Moment 0.0 -2253.273 1_I hlu III 1 11u.- _..in' lb --2104.628 Shear 1419.381 -485.8724 411 hi,odd kb ,reininft, 4111111111L 41411 III 1 "RI � I� ' -485.8724 Bending Stress Tensile:0.0 Compressive:0.0 52.70813 lb/in2NZ 11. _1 11. .A - 0.0 Average Shear Stress 33.2019 /Sr ** Dun Rite, short main beam girt, triple 2x10 ** BEAM LENGTH = 258.0 in MATERIAL PROPERTIES Modulus of elasticity = 1200000.0 lb/in° CROSS-SECTION PROPERTIES Moment of inertia = 321.51 inA4 Top height = 4.75 in Bottom height = 4.75 in Area = 42.75 in* UNIFORMLY DISTRIBUTED FORCES 0.39 lb/in at 0.0 over 258.0 in 41.5625 lb/in at 0.0 over 258.0 in SUPPORT REACTIONS *** Simple at 0.0 in Reaction Force =-1419.381 lb Simple at 84.0 in Reaction Force =-3817.746 lb Simple at 168.0 in Reaction Force =-4064.165 lb Simple at 258.0 in Reaction Force =-1522.452 lb MAXIMUM DEFLECTION *** 0.05048473 in at 217.6142 in No Limit specified MAXIMUM BENDING MOMENT *** -32886.91 lb-in at 168.0 in MAXIMUM SHEAR FORCE *** 2253.273 lb at 168.0 in MAXIMUM STRESS *** Tensile = 485.8724 lb/in* No Limit specified Compressive = 485.8724 lb/in* No Limit specified Shear (Avg) = 52.70813 lb/in* No Limit specified /6 Dun Rite, outer band for front deck, double 2x10 Beam Length: 240.0 In Location: 0.0 in -0.0 In - 0.1102966 Deflection 0.0 -0.2025695 deg --0.2025695 Slope 0.2025695 -25575.75 I Ili,. V IV lb-In --45468.0 Moment 0.0 - 1894.5 inns -�upUw i Min —.mum lb --1894.5 Shear 1136.7 ,,..��r1 �1�1�11�, !! - 1007.619 1110 iwin2 1■11� - 1007.619 Bending Stress Tensile:0.0 Compressive:0.0 -66.47369 Ib/in' Ili, I 1 - 0.0 Average Shear Stress 39.88421 /7 ** Dun Rite, outer band for front deck, double 2x10 ** BEAM LENGTH = 240.0 in MATERIAL PROPERTIES Modulus of elasticity = 1200000.0 lb/in2 CROSS-SECTION PROPERTIES Moment of inertia = 214.34 inA4 Top height = 4.75 in Bottom height = 4.75 in Area a 28.5 in2 UNIFORMLY DISTRIBUTED FORCES 0.66 lb/in at 0.0 over 240.0 in 24.6 lb/in at 0.0 over 240.0 in SUPPORT REACTIONS *** Simple at 0.0 in Reaction Force 1136.7 lb Simple at 120.0 in Reaction Force 3789.0 lb Simple at 240.0 in Reaction Force =-1136.7 lb MAXIMUM DEFLECTION *** 0.1102966 in at 50.58422 in at 189.4158 in No Limit specified MAXIMUM BENDING MOMENT *** -45468.0 lb-in at 120.0 in MAXIMUM SHEAR FORCE *** -1894.5 lb at 120.0 in 1894.5 lb at 120.0 in MAXIMUM STRESS *** Tensile = 1007.619 lb/in2 No Limit specified Compressive - 1007.619 lb/in2 No Limit specified Shear (Avg) - 66.47369 lb/in2 No Limit specified /6 Dun Rite, outer band for rear deck, double 2x10 jil till III II I 1 I I I I I Beam Length: 240.0 In Location: 0.0 in y -0.0 in - 0.1207761 Deflection 0.0 -0.221816 deg —0221816 Slope 0.221816 -28005.75 'VW - lb-In - -49788.0 Moment 0.0 -2074.5 ' Ll - - "U11 """111 lb 1 --2074.5 Shear 12447 - 1103.354 4w X11 1100:- 4410 11:00-41441.11100, Ib/In2 - 1103.354 Bending Stress Tensile:0.0 Compressive:0.0 - 72.78947 Ib/int -0.0 Average Shear Stress 43.67368 /9 • ** Dun Rite, outer band for rear deck, double 2x10 ** BEAM LENGTH = 240.0 in MATERIAL PROPERTIES Modulus of elasticity = 1200000.0 lb/in2 CROSS-SECTION PROPERTIES Moment of inertia = 214.34 in^4 Top height = 4.75 in Bottom height = 4.75 in Area = 28.5 in' UNIFORMLY DISTRIBUTED FORCES 27.0 lb/in at 0.0 over 240.0 in 0.66 lb/in at 0.0 over 240.0 in SUPPORT REACTIONS *** Simple at 0.0 in Reaction Force --1244.7 lb Simple at 120.0 in Reaction Force =-4149.0 lb Simple at 240.0 in Reaction Force =-1244.7 lb MAXIMUM DEFLECTION *** 0.1207761 in at 50.58422 in at 189.4158 in No Limit specified MAXIMUM BENDING MOMENT *** -49788.0 lb-in at 120.0 in MAXIMUM SHEAR FORCE *** -2074.5 lb at 120.0 in 2074.5 lb at 120.0 in MAXIMUM STRESS *** Tensile = 1103.354 lb/in' No Limit specified Compressive - 1103.354 lb/in2 No Limit specified Shear (Avg) = 72.78947 lb/in2 No Limit specified 20 Dun Rite, second fir front to back support beam, 51-4 x 14 Microllam LVL 1 Beam Length: 187.68 In 9 Location: 0.0 in --0.01805516 In -0.5182588 Deflection -0.01805516 -0.5172441 deg --0.5172441 Slope 0.5172414 -336536.3 lb-in IU --159.674 Moment 0.0 -7332.23 . I i._ IIBMnn.... —....■nnlppl� lb --7332.23 Shear 0.0 - 1961.494 . nllil�; �1,�' r� Ib/in' I� 1111111 � - 1961.494 Bending Stress Tensile:0.0 Compressive:0.0 - 99.75823 Ib/In' ,1 Lb, ., 11 -0.0 Average Shear Stress 0.0 2/ ** Dun Rite, second flr front to back support beam, 5 1-4 x 14 Microllam LVL ** BEAM LENGTH = 187.68 in MATERIAL PROPERTIES Modulus of elasticity = 1900000.0 lb/in2 CROSS-SECTION PROPERTIES Moment of inertia = 1201.0 inA4 Top height = 7.0 in Bottom height = 7.0 in Area = 73.5 in' UNIFORMLY DISTRIBUTED FORCES 1.917 lb/in at 0.0 over 187.68 in 77.92 lb/in at 0.0 over 187.68 in SUPPORT REACTIONS *** Simple at 2.0 in Reaction Force =-7491.904 lb Simple at 185.68 in Reaction Force =-7491.904 lb MAXIMUM DEFLECTION *** 0.5182588 in at 93.84 in No Limit specified MAXIMUM BENDING MOMENT *** 336536.3 lb-in at 93.84 in MAXIMUM SHEAR FORCE *** 7332.23 lb at 2.0 in -7332.23 lb at 185.68 in MAXIMUM STRESS *** Tensile = 1961.494 lb/in2 No Limit specified Compressive = 1961.494 lb/in2 No Limit specified Shear (Avg) = 99.75823 lb/in' No Limit specified 22 Dun Rite,footings for columns supporting long main beam girt P 9- I.L 21%. 6 Input Constants Description Input Constants t' P,column load,pounds * S Sc,soil load capacity,psf P := 7538•1bf d' WOfc,compression stress limit for concrete,psi • lbf 2 vL tfp.) k Jrfs,tensile stress for steel Sc := 1500•— a 31%.a reinforcing bars ftZ d ,,...74_0.903 (for 60 ksi rebar,fs=36000 psi) fc := 3000 psi (for 40 ksi rebar,fs=24,000 psi) #■� Fe Ec,modulus of elasticity for fs := 60000 psi #■ pr concrete(3,122,019 psi for 3000 psi concrete) 1.001 Ec := 3122019•psi 0.007 Fc=0.003 in./in.,concrete compression strain limit Size of footing surface area required Fs=0.004 in./in., steel reinforcing bar tensile strain limit Sa := P Sa=5.025 oft2 ScFor balanced condition, Fc=Fs Depth of footing required Min. length of side required Ls := Sao.5 b ;= Ls Ls =26.901 'in 2 b = 13.45•in Min. base for"Big Foot" or sonos Depth of lower rebar r(Ls)210.5 d := b- 0.25•ft B := --- • 2 B =30.354•in d =0.871 oft Moment Balance Pressure on soil due to weight of concrete R := 0.9 flexural resistance factor We := b.iso. lbf We =168 129 elbf As(fs)(13)d=P(Ls)/4 ft3 fe Min. cross sectional area of steel required at bottom unless As <0.17 Remaining soil capacity after applying footing Ls weight As := P• lbf Sct := Sc — We Sct =1.332.103 4•fs•(3•d ft As =0.09•int 27 Check if upper compression steel is required For balanced condition,Fc=Fs By similar triangles,c/d+0.003/0.007=0.42857 for the balanced condition of Fc=Fs. If c/d>0.42857,then upper compression controls and upper compression steel requirements must be evaluated. B := Ls 2•b a := As• fs (R•B•fc•in) a= 1.996'in a c :=- R c =2.218.in d =0.212 If c/d>0.42857,then upper compression steel is required unless Acs<0.17 If compression steel is necessary e := b— 2.00004•in from the illustration and depth of footing calculation Acs := P• Ls 4•fs•R•e Acs =0.082'int Footings are to be 28 in. min. x 28 in. min. x 14 in. min. deep with no rebar 2 • 29 Dun Rite,footings for columns supporting short main beam girt P L .• M. b Input Constants Description Input Constants / P,column load,pounds Sc,soil load capacity,psf P := 4065•lbf fc,compression stress limit for concrete,psi • lbf 2 in.Irv.) a fs,tensile stress for steel SC := 1500•— 4 36n. reinforcing bars ft2 I.{ 0.003 (for 60 ksi rebar,fs=36000 psi) fc := 3000 psi (for 40 ksi rebar,fs=24,000 psi) ing Fe Ec,modulus of elasticity for fs := 60000 psi initin Fs concrete(3,122,019 psi for 3000 psi concrete) 1.001 Ec := 3122019•psi 0.007 Fc=0.003 in./in., concrete compression strain limit Size of footing surface area required Fs=0.004 in./in., steel reinforcing bar tensile strain limit Sa:= P Sa =z.7t •ftZ Sc For balanced condition,Fc=Fs Depth of footing required Min. length of side required Ls := Sao.s b := Ls Ls = 19.754 sin 2 b =9.877•in Min.base for "Big Foot" or sonos Depth of lower rebar r(Ls)2101 .5 — d := b- 0.25•ft B := '2 B =22.291 •in d =0.573 oft Moment Balance Pressure on soil due to weight of concrete R :_ 0.9 flexural resistance factor We := b•tso.lbf WC =123.66.lbf As(fs)(13)d=P(Ls)/4 ft; if Min. cross sectional area of steel required at bottom unless As <0.17 Remaining soil capacity after applying footing Ls weight As := P• Sc1 := Sc— We Sci =1.377.103 ,lbf 4•fs 4l d IF As =0.054•int 1 25' Check if upper compression steel is required For balanced condition,Fc=Fs By similar triangles,c/d+0.003/0.007=0.42857 for the balanced condition of Fc=Fs. If c/d>0.42857, then upper compression controls and upper compression steel requirements must be evaluated. B :_ Ls 2•b a := As• fs ((3•B•fc•in) a =1.201^in a c :=— R o = 1.335^in — =0.194 If c/d>0.42857,then upper compression steel is d required unless Acs<0.17 If compression steel is necessary e := b — 2.00004•in from the illustration and depth of footing calculation Acs := P. Ls 4•fs•3•e Acs =0.047oin2 Footings are to be 24 in. min.x 24 in. min. x 12 in.min. deep with no rebar 2 2‘ Dun Rite,corner footings supporting outer band for front deck P f L tin b Input Constants Description Input Constants / P,column load,pounds .4nrb 11 fc, soil load capacity,psf P := 1137•lbf WY fc,compression stress limit for concrete,psi • lbf 2 in.(h7./ 41 fs,tensile stress for steel Se := 1500-2 —a Sin. reinforcing bars ft a 1,1 0.003 (for 60 ksi rebar,fs=36000 psi) fc := 3000 psi'I (for 40 ksi rebar,fs=24,000 psi) NO Fr Ec,modulus of elasticity for fs := 60000-psi MIIIIIII Fs concrete(3,122,019 psi for 3000 psi concrete) 1.001 Ec := 3122019-psi 0.007 Fc=0.003 in./in., concrete compression strain limit Size of footing surface area required Fs=0.004 in./in., steel reinforcing bar tensile strain limit Sa := P— Sc Sa=0.758 412 For balanced condition,Fc=Fs Depth of footing required Min. length of side required Ls := Sao.5 b := Ls Ls = 10.48•in 2 b =5.224•in Min. base for "Big Foot" or sonos Depth of lower rebar r(Ls)21°.5 d := b— o.25•ft B := IL 1 2 B = 11.789•in d =0.185 oft Moment Balance Pressure on soil due to weight of concrete os flexural resistance factor We := b 150- lbf tso.lbf We =65.297 As(fs)(f3)d=P(Ls)/4 ft3 ft2 Min. cross sectional area of steel required at bottom unless As <0.17 Remaining soil capacity after applying footing Ls weight As := P. Sclbf:= Sc — We Sc =1.435.103 I Ia•fs (3 d ft2 As =0.025•int 1 27 Check if upper compression steel is required For balanced condition,Fc=Fs By similar triangles,c/d+0.003/0.007=0.42857 for the balanced condition of Fc=Fs. If c/d>0.42857,then upper compression controls and upper compression steel requirements must be evaluated. B ._ Ls 2•b a := As. fs (R•B•fc•in) a =0.55'in a c := — R c =0.611°in d =0.275 If c/d >0.42857, then upper compression steel is required unless Acs<0.17 If compression steel is necessary e := b— 2.00004•in from the illustration and depth of footing calculation Acs := P. Ls 4•fs•R•e Acs =0.017°int Corner piers are to be 12 in. dia. sonos,four ft. min. below grade. 2 . 2g Dun Rite,middle footing supporting outer band for front deck P L 2 in b Input Constants Description Input Constants / a P.column load,pounds CarSc,soil load capacity,psf P := 3789•Ibf i` it—1_0 al fc,compression stress limit for concrete,psi lbf 2 ins.ttyy.l A,J e fs,tensile stress for steel Sc := 1500.— _n 3tn. reinforcing bars ft2 a -0.003 (for 60 ksi rebar,fs=36000 psi) fc := 3000•psi W.003 I (for 40 ksi rebar,fs=24,000 psi) MiM� Fe Ec,modulus of elasticity for fs := 60000 psi Fe concrete(3,122,019 psi for 3000 psi concrete) 1.004 Ec := 3122019•psi 0.007 Fc=0.003 in./in., concrete compression strain limit Size of footing surface area required Fs=0.004 in./in., steel reinforcing bar tensile strain limit Sa := P— Sa =2.526 oft2 ScFor balanced condition,Fc=Fs Depth of footing required Min. length of side required Ls := Sa°5 b Ls Ls =19.072*in 2 b =9.536•in Min. base for"Big Foot" or sonos Depth of lower rebar {--- (Ls)21o.5rc B =21.521 *in d=0.545 oft Moment Balance Pressure on soil due to weight of concrete 0.9 flexural resistance factor We := b•15o.lbf We = 119.2 lbf As(fs)(13)d=P(Ls)/4 ft3 ft Min. cross sectional area of steel required at bottom unless As <0.17 Remaining soil capacity after applying footing Ls weight As := P• 3lbf 4 fs•(3•d Sc, := Sc— We Set =1.381.10 ft2 As =0.051•int 1 29 Check if upper compression steel is required For balanced condition,Fc=Fs By similar triangles,c/d+0.003/0.007=0.42857 for the balanced condition of Fc=Fs. If c/d>0.42857,then upper compression controls and upper compression steel requirements must be evaluated. B := Ls 2•b a := As• fs ((3•B•fc•in) a = 1.137=in a c :=— R c = 1.294*in — =0.193 If c/d>0.42857, then upper compression steel is d required unless Acs<0.17 If compression steel is necessary e := b— 2.00004•in from the illustration and depth of footing calculation Acs J . Ls 4•f543 e Acs =0.044°int Middle pier is to be a "Big Foot BF 24 with an 8 in. dia tube,four ft. min. below grade. 2 SO Dun Rite,corner footings supporting outer band for rear deck P I, L :n,, 6 Input Constants Description Input Constants / 1 P,column load,pounds "8 Sc,soil load capacity,psf P := 1245•]bf / IL—.._•_10 III fc,compression stress limit for concrete,psi lbf 2 in typo) e fs,tensile stress for steel Sc := 1500 I 3 in. reinforcing bars ft2 d .71-71-4.003 (for 60 ksi rebar,fs=36000 psi) fc := 3000 psi (for 40 ksi rebar,fs=24,000 psi) 9� Fe Ec,modulus of elasticity for fs := 60000.3Si �::k Fe concrete(3,122,019 psi for 3000 psi concrete) 1904 Ec := 3122019•psi 0.007 Fc=0.003 in./in.,concrete compression strain limit Size of footing surface area required Fs=0.004 in./in.,steel reinforcing bar tensile strain limit P Sa :=Sc Sa=0.83 off For balanced condition,Fc=Fs Depth of footing required Min.length of side required Ls := Sam b := Ls Ls =10.933.in 2 b =5.466•in Min. base for "Big Foot" or sonos Depth of lower rebar (Ls) d := b - 0.25•ft B '= 1 2 it B =12.336•in d =0.206 oft Moment Balance Pressure on soil due to weight of concrete R :_ 0.9 flexural resistance factor Wclbf := 13.1s°— Wc We =68.328 As(fs)((3)d=P(Ls)/4 ft3 ft2 Min. cross sectional area of steel required at bottom unless As <0.17 Remaining soil capacity after applying footing Ls weight As := P• Sc := Sc — Wc Sc =1.432.103 ` 4 fs (3•d i i ft2 As =0.026•int 1 31 Check if upper compression steel is required For balanced condition,Fc=Fs By similar triangles,c/d+0.003/0.007=0.42857 for the balanced condition of Fc=Fs. If c/d>0.42857,then upper compression controls and upper compression steel requirements must be evaluated. B :_ Ls-- 2 s2 a := As• fs (R•B•fc•in) a =0.568°in a c :=— R o =0.631 oin c d =0.256 If c/d>0.42857, then upper compression steel is required unless Acs<0.17 If compression steel is necessary e := b— 2.00004•in from the illustration and depth of footing calculation Acs P. Ls 4•fs•R•e Acs =O.otsoin2 Corner piers are to be 14 in.dia. sonos,four ft. min. below grade. 2 Check if upper compression steel is required For balanced condition,Fc=Fs By similar triangles, c/d+0.003/0.007=0.42857 for the balanced condition of Fc=Fs. If c/d>0.42857,then upper compression controls and upper compression steel requirements must be evaluated. B :_ Ls 2•b a := As• fs (R•B•fc•in) a=0.568*in a c :=- R C =0.631 =in d =0.256 If c/d>0.42857, then upper compression steel is required unless Acs<0.17 If compression steel is necessary e := b— 2.00004•in from the illustration and depth of footing calculation Acs := p. Ls 4•fs•R•e Acs =0.018°int Corner piers are to be 14 in. dia. sonos, four ft. min. below grade. 2 32 Dun Rite,middle footing supporting outer band for rear deck P L _1n 6 Input Constants Description Input Constants P,column load,pounds • Sc,soil load capacity,psf P := 4149 16£ 8 . fc,compression stress limit for concrete,psi lbf 2 nn.(tip.) ,'if e fs,tensile stress for steel Sc := 1500•— _4 31n reinforcing bars ft2 I-I. 0.003 (for 60 ksi rebar,fs=36000 psi) fc := 3000-psi (for 40 ksi rebar,fs=24,000 psi) \ Fe Ec,modulus of elasticity for fs := 60000-psi MO Fe concrete(3,122,019 psi for 3000 psi concrete) '.004 Ec := 3122019•psi 0.007 Fc=0.003 in./in.,concrete compression strain limit Size of footing surface area required Fs=0.004 in./in., steel reinforcing bar tensile strain limit Sa := P— Sa =2.766•ft2 Sc For balanced condition,Fc=Fs Depth of footing required Min. length of side required Ls := Sam b Ls Ls = 19.958•in 2 b =9.979 tin Min. base for "Big Foot" or sonos Depth of lower rebar {-- (Ls)Z1o5:= b- 0.25•ftB = 2 d n B =22.52•in d =0.582 oft Moment Balance Pressure on soil due to weight of concrete R :_ 0.9 flexural resistance factor lbfWe := b•150•— We =124.735 lbf As(fs)((3)d=P(Ls)/4 ft3 ft2 Min. cross sectional area of steel required at bottom unless As<0.17 Remaining soil capacity after applying footing Ls weight As := P• Set := Sc — We Sc� =1375.103 "lb4•fs•(3•d ft2 As =0.055•int 1 SS Check if upper compression steel is required For balanced condition,Fc=Fs By similar triangles,c/d+0.003/0.007=0.42857 for the balanced condition of Fc=Fs. If c/d>0.42857,then upper compression controls and upper compression steel requirements must be evaluated. B := Ls 2•b a := As• fs ((3•B•fc•in) a =1.2214in a c := — R c = 1.356 4n — =0.194 If c/d >0.42857, then upper compression steel is d required unless Acs<0.17 If compression steel is necessary e := b— 2.00004•in from the illustration and depth of footing calculation Acs := P. Ls 4•fs•(3•e Acs =0.048 bine Middle pier is to be a "Big Foot BF 24 with an 8 in. dia tube,four ft.min. below grade. 2 • SILENT FLOOR® JOIST FRAMING 39 Joists must be laterally supported at cantilever Silent Floors joist framing does not require K'-j/%� , and end bearings to blocking prd or ri joist or direct attachment to a dm hoard el rim Joist bridging or mid-span blocking _dgdif w. \ r ayr. �i , SI 041 Rim board joint between joists . ' ,:': 1-_,......s.7 'et`<4k0:111‘i.,, I- r..�j `� � 1WljmberStrand LSL or � `� `ti " �� ,Level"'14f"rim board �i �440 41� ice/ ��'� � . .410. s. -411VP,jlbrfri,r<,:,/' - VII tish • . •040 40 ---, a, •4010,lior .,- All's. \ ' itil,\., -4-4,000/ory, - ��Ir `�''� \` bracing(1x4 minimum)placed at 11 11 I� ��j .%);(:>r �/I 8'an-center(6'on-center for Tile 110 .'i r joists)and extended to a braced end �:•r,. � i wail.Fasten at each joist with two ,� I�' 8d(21/2")palls minimum. iOr Protect untreated wood \ See Exterior Deck m direct fm d pttachmenton with concrete 1ST•knockouts / page 10 WARNING unstable atapproximately ` Joists are unstable until 12' -center laterally braced. See Allowable Roles See Warning Notes on page 5. on page 11 TJI® Joist Nailing Requirements at Bearing me Joist to Bearing Plate i Squash Blocks to TJI®Joist Web Stiffener Attachment (Load bearing wall above) cap: 11/2'TimberStrand®LSL or 1/2"minimum ,level'"IW rim board One 10d(3')box nail L f 214"maximum into each flange 1° �I/ Three 8d(21')box nails, clinched One 8d(21/2")box nail each side. /� Web stiffener each side,') Drive nails at an ,I i� „}_'ll Tll®110 Joists: angle at least llh" ttd c._ a'I : ih'z Z s'minimum from end. �L� ^ � 1' P. „Kr Tile 230 and 360 Joists: 1Va"minimum bearingT NB rh"x 21s'minimum at end support:344'minimum tr../it" at intermediate support / Also see detail 82 light 4 on page 9 Shear Irans(en Connections equivalent to floor panel T110 560 Joists Only nailing schedule Gap: Rim toTJI®Joist LIi:�'/a"minimum 11/2" 21/2;maximum Til®560 1r/*"TlmberStrandeLSLrim floor joistr I� Three16d(3S ") board.lever W'1rim board, box nails grne T11®110 riboxm joistnail Tile 560 rim joist a �" I . eac(3") Toenail with L I 2x4 web ill mta each flange 10d(3')box nails, lih' '! stiffenedn Tll®230 and 360 one each side of r \ 1® t rim joists: Til®joist flange - Tight One I6d(31')box nail —'4 h-- into each flange TJI®560 �,,,��!r,.!r��y IV+"minimum Top view rim joist `C 1 ()PSr orPS2 sheathing,lace grain vertical bearing Locate rim board Joint between Joists "�f� (2)Constructiongrade orbetter ii PvPI Trus Joist C TJir Joist Specifiers Guide TJ-4002 April 2007 FLOOR DETAILS • Load bearing or shear wall above Load bearing wan above Intermediate Bearing— .S5- (must stack over wall below) (must stack over wall below) No Load Bearing Wall Above ' lg4¼'Blocking 2x4 minimum 94-!U panel 11squash blocks � r ��' ISer 0111° o _ �. j lis• Web stiffeners required Imo Web stiffeners required ' Web stiffeners required , e t each side at 83W =i each side at 51W each side at 52W 'x IBC 502.7 requires lateral restraint 00 (blocking)at all intermediate supports Blocking panels maybe required Blocking panels maybe required In Seismic Design Categories Da Di,and 00 with shear walls above or below— with shear walls above or below— Dr to strengthen the floor diaphragm see detail Bl see detail SI Apply sub0oor Flush bearing plate required. Two 21h'screws for 2x_ adhesive to all Maximum W overhang strapping connections 4 contact surfaces permitted at beam. 1,214040%414t ag Top flang1. � hanger !•:` �� ..e., Face mount `„� M ” • *: � �- box jai nails 21H4" hanger screws,typical Directly applied ceiling Web stiffeners required if sides of hanger do not laterally support at least /'of111ejoist top flange ,, el �, When specified on the layout oneo!the above bracing options is required Backer block:Install tight to top Filler and Backer Block Sizes flange(tight to bottom flange with Backer block +J face mount hangers).Attach The 110 230 or 360 560 ' with ten lOd(3') V both sides of r • r " web with single Depth 9h or 14" 9h or 14"or five" 14"or box nails,clinched / Tllm joist p 11zW 11W 16° 16' when possible. � ,00110001 Filler Blooktrr 2x6+fix' 2x8+1/2' Two Two y " �- ° (Detail N2) 2x6 I 2x8 sheathing f sheathing '2x6 2x8 *07" �� Cantilever Filler 2x6 2x10 2x6+yz' 2x10+�Z' (Detail E4) 4'-0' 6'-0' sheathing sheathing Not applicable Filler block Nail with ten 10d(3") long long 4'-0'long 6'-0'long box nails,clinched.Use ten 16d(31/2')box Sacker Blackirr nails from each side with Do 560 joists. (Detail Fl or 12) 'or 45' i'net 2x6 2x8 (1)1f necessary,increase filler and backer block height for face mount hangers end maintain 4k'gap at top of joist.See detail W.Filler and backer block dimensions should With top flange hangers,backer block required only accommodate required nailing without splitting.The suggested minimum length is 24" for downward loads exceeding 250 lbs or for uplift for filler and 12'for backer blocks. conditions Fastener Spacing and Diaphragm Design Information for Tile Joists Load from above Closest On-Center Spacing er Roe/ Diaphragm Desi:n Informationtxl I' 4‘. Bd box, 10d common, Equivalent Maximum Ills Ad common, 12d box common, 16d common Nominal Capacity 10d box,12d box 16d box Framing Width (p19 �� 110 4' Col 6' 2" I 425 ell* � 2304' 4•Is" 6' 3• 480 360 and 560 3' I 4'Is� 6' 3' 1 720 \ (1)One row of fasteners permitted(two at abutting panel edges)for diaphragms.Stagger nails when using 4' 4 / on-center spacing and maintain 1S'joist and panel edge distance.For other applications,multiple rows of fasteners are permitted if the rows are offset at least 4'and staggered. 2x4 minimum yid (2)To achieve code-tabulated,unblocked diaphragm design values for Tile 110 and 230 joists,use fasteners in combination with an ASTM D3498 non-polyurethane sub-floor adhesive.For nailed-only conditions,use 85%of squash blocks I 1 code-tabulated values. .^A°‘ is f (3)Can be reduced to 3'on-center for light gauge steel straps with 10d x I1/2'nails. • Maximum spacing of nails is 18'on-center. Use 2:4 minimum squash blocks to transfer • 14 ga.staples may be substituted far 8d(2S')nails if minimum penetration of I'is achieved. toad around TIP joist •Table also applies to the attachment of The rim joists and blocking panels to the wall plate. Also see nailing requirements on page 8 (Level Trus Joist"VI!Joist Specifier's Guide TJ-4002 April 2007 9 IYIULl IPLt-MEMBER CONNECTIONS FOR SIDE-LOADED BEAMS i 3� ' Maximum Uniform Load Applied to Either Outside Member (PLF) Assembly A Assembly B AssemblyC AssemblyB AssemblyE AssembtyF ;, r --'--- , Connector Pattern t '{ _:` �, f. �, °�� ;e �� ,�-; 2' "_ -. . .�,.. ;,,-,,.a: : 2 t'l� lila 2" r—I k- —I 1— --I I-1 —I 1---d I— r I- -• ---I I— T 134 111`Co1'h' 344' 1�• 35'e' 111" 354' 15f' Connector Type ctor Number of On-Center 3t/" 5th" 51/4" 7' Rows 2-ply , 3-ply 2-ply 3-ply7' P Spacing P Y 2-Ply 4•PIY 10d(0.12B°x3") 2 12° 370 I 280 ! 280 I 250 Box Nairn 3 12" _ 560 i 420 I 420 I 370 I I 1/2-6307 24" 510 I 380 ! 520 I 465 860 340 Through Boltst=net 2 19.r 640 475 I 650 I 530 1.075 I 425 16" 765 570 ! 780 ! 100 I 1,290 I 510 SOS A'x3th' 24' 460 345 I 345 305 orWS35tet 2 19.2' 575 I 430 ! 430 380 16' 690 520 I 520 460 I SOSy,+x°" 24' I i 305 460 305 orWS6ltxn 2 19.2° i 1 380 575 16` 380 460 690 460 3t�a' 24° 525 395 395 I 350 Trusslokra 2 19.2' 655 495 495 440 _ 16° 790 595 ! 595 515 5+ 24" 375 ! 410 ! 365 Trusslokl't 2 19.2" 470 500 I 365 18" I 515 I 455 625 455 I 565 I 615 ! 550 ! 750 I 550 OW a 24" 335 335 ask TrussLoktet 2 19.2" --- j I 420 I - 690 l 420 16° I 505 I 825 I 505 (I)Nailed connection values may be doubled for 6"on-center or tripled for a on-center nail spacing. • _ • t2)Washers required.Bott holes to he sic maximum. (3)6'SDS or WS screws can be used with Parallame PSL and Aticrollame LVI,but are not recommended for limberStrande ISL - (4)24'on-center bolted and screwed connection values may he doubled for 12'an-center spacing. • Multiple-Member Connection Example 300 PLF General Notes :20 PLY • Connections are based on NDSB 2001. .%1/2>. . • Use specific gravity of 0.5 when designing lateral connections. ;I{ • Values listed are for 100%stress level.Increase 15%for snow-loaded roof � conditions or 25%for non-snow roof conditions,where code allows. 414 - \" • Bold Ital/ccelis indicate Connector Pattern must be installed on both sides. , ��x ' Stagger fasteners on opposite side of beam by 14 the required Connector Spacing. • Verify adequacy of beam in allowable load tables on pages 16-33. First,check the allowable load tables on pages 16-33 to verify that 3 • 7'wide beams should be side-loaded only when loads are applied to both sides pieces can carry the total load of 720 plf with proper live load deflection of the members(to minimize rotation). criteria.Maximum load applied to either outside member is 420 plf.For a • Minimum end distance for bolts and screws is 6'. 3-ply 11/2'assembly,2 rows of IOd(3')nails at 12'on-center is good for only 280• Beams wider than 7'require special consideration by the design professional. for 420 pip,f.Therefore,use 3 rows of lOd(3')nails at 12"on-center(good a. Alternates: •1 2 rows of 4"bolts or SDS W x34'screws at 19.2'on-center. • (Level Trus Joist'Beam,Header,and Column Specifiers Guide TJ-9000 November 2006 i s.)17117 3 - 9. 7/ og '"'1R4 _ r j 9-PO I r�/es' arty' 4. TOWN OF YARMOUTH BUILDING DEPARTMENT 1146 Route 28,South Yarmouth,MA 02664 508-398-2231 ext. 1261 LOT INQUIRY FORM(used for zoning purposes only) Assessors'Map No. AZ) Lot Lot No. 0 Street Address `P R - /u is Mt TW LC1T , O Endorsement Date of Subdivision Plan and Type(if applicable) A -LT." . l l;-•( r Total Land Area(sq.ft.) �` F e/V s Frontage SetName of Current Ownert^�nLJl/1( , Address v , R )-I I- fpoLtTelephone No 7 -I 3/7 Inquirer's Name(if different from owner) CIE; ys' gf9RM4 eleprhone No? Inquirer's Mailing Address /�___ � Building Intent.i A! Adjoining Lot Numbers / � ��4 3 9 *7 n By signing this application I assert my understanding that the purpose of this inquiry is to determine whether the aforemeni lot(s)qualifies for protection afforded certain heretofore-undeve land and that to the best of my knowledge this lot(s) never previously been built ut ��.. Signature of Applicant pste of Inquiry /9/i 7 DECISION(for office use only) Does not conform to the applicable provisions of M.G.L.Chapter 40A,Section 6,Definitive Plan Exemption and/or the applicable zoning bylaw,as per the information provided on this date. Reason: Conforms to the applicable provisions of M.G.L.Chapter 40A,Section 6, or Section 1043.4,Pan.,-5- zoning bylaw,as per the information provided on this date. Comments: 01 . 4� . ew ra •"; #.;4 a,�, ., _,r,.�S/i�,,, et--n �l�T . nom iLep Protected pursuant to the applicable provisions of M.G.L.Chapter 40A,Section 6,Definitive Plan Exemption. Application is incomplete. Comments: • Adequate mad access must be present. A determination of adequate access shall be made by the Planning Board pursuant to M.G.L.Chapter 41 prior to the issuance of a building permit(if applicable.) Shall satisfy Title V requirements.(See Health Dept.) 'Shall satisfy Conservation regulations,if applicable. t/ Shall satisfy the Old • te. Highway Regional Historic District Commission(if applicable) Investigator's Signature �._ I // r S�� 2- /7 Rev. 8/0 Bk 3173 7 0 .1 P9 139 -. v 13925 • i]3-23-2i] 7 173 = 4 7v • . - MASSACHUSETTS STATE EXCISE TAX BARNSTABLE COUNTY REGISTRY OF DEEDS Date: 03-23-2017 a 03:47am Ctl$: 1157 Doc¢: 13928 Fee: $735.30 Cons: $215.000.00 QUITCLAIM DEED KNOW ALL MEN BY THESE PRESENTS that I;JAMES 1 JULIAN, being married, of PO Box 2027,Dennis,MA 02638,for consideration paid and in full consideration of Two Hundred Fifteen Thousand&00/100 Dollars($215,000.00), Grant to: CAROL A.DUNPHY,TRUSTEE OF THE DUN GREAT REALTY TRUST, U/D/f dated March 22,2017,Certificate of Trust recorded herewith, of 3 Harbour Hill Run,Yarmouth Port,MA. 02675 with QUITCLAIM COVENANTS, the land in Yarmouth (South),Barnstable County,Massachusetts, together with any buildings thereon, being Unregistered Land, as shown on the hereinafter o mentioned plans,more particularly described as follows: I. ; • • BIC 12S9B P0108 79477 10- 12-- 1999 e los R S9 QUITCLAIM DEED WE, E.JAMES ROBERTS and DOROTHY M. ROBERTS, husband and wife, as tenants by the entirety, both of 700 Nathan Hall Drive, Naples, Florida 33963 for the consideration paid and in full consideration of ONE HUNDRED TWENTY THOUSAND AND 00/100 ($120,000.00) DOLLARS 0 grants to 2262 REALTY TRUST, ELIZABETH L. CONWAY, TRUSTEE of 58 Great Western Road, South Yarmouth, Barnstable County Massachusetts, the aforesaid trust is recorded herewith at the Barnstable County Registry of Deeds in Book Page with quitclaim covenants t' The land known and numbered as LOT 10 and LOT 11, 58 Great Western Road, South Yarmouth, Barnstable County, Massachusetts 02664 bounded and described as follows: f Lot 11, containing 11,900 square feet, more or less, as shown on plan entitled "Plan of 1'j Lots of William B. and Joel M. Wolfson d/b/a Kirkland Trust in South Yarmouth. Scale: 1" = 50' January 13, 1960, Newell B. Snow, R.L.S. Buzzards Bay, Mass." �� which plan is duly filed with Bamstable County Registry of Deeds in Plan Book 153, page 13. lot 10, as shown on a plan entitled "Subdivision Plan of land of William B &Joel M. \, Wolfson, d/b/a Kirkland Trust in South Yarmouth, Massachusetts. Scale 1" = 50' March 4, 1960 Newell B. Snow, R.L.S. Buzzards Bay, Mass." said plan being recorded in the Barnstable County Registry of District in Plan Book 155, Page 95. The above described premises are conveyed subject to a taking for Great Western Road as more particularly set forth in instrument recorded with said Registry of Deeds in Book 1215, Page 431. Said premises are conveyed subject to and with the benefit of easements, restrictions, agreements and reservations of record, if any there be, insofar as the same may be in force and applicable. For our title see Barnstable County Registry of Deeds, Book 1790, Page 283 (Lot 10) and Book 1513, Page 872 (Lot 11). a f • .. BK12598 P131139 79477 .1 • Witness our hands and seals this 30th day ofSeptember 1999 catt) , )„ ada d• Roberts Dorothy M. Roberts STATE OF W. , North Carolina 9/30/99 Then personally appeared the above named E. JAMES ROBERTS and DOROTHY M. ROBERTS and acknowledge the 1•l egoing ins u o their free act and deed. 6,1 �'fJ aaauouubn., mmmissloil Expires August 15, 2000 `��00 0,6 Notary Public: \ l�\fib ��`QL�O_'v ;' ``�a ft d'•'-,; My Commission expressly Commission Expires A`Llsrl50241 4. 0%y:- `a'Y '••.......•'d PREPARED BY: (� ��," a�aaan aua. JAMES R. JULIAN, ESQ., �~ 213 Main Street, P.O. Box 2027 Dennis, Massachusetts 02638 (508) 385-2474 REG up DEEDS BARNSTABLE COUNTY eRkG y pl kEGIS�. F DEEDS `eRNSTpBLE COUNT y;+ 15E TAX Dump C7 um" r� • iM8381. 01 r— atm DATE 11,9r '99 WE $410.40 C� CASH tin Q.40 TAX $213.60 TOTAL $273.60 CHECK . $273.60 CLERK 1 NO.003554 TINE 15:55 1111 BARNSTABLE REGISTRY OF DEEDS . . 1 T • ! / / / /` SWOMS'ON MN OF LAND OF WILLIAM B.S. JOEL M.WOLFSON / d� KIRHLAND TRUST JJjI J/ SOUTH YARMOUTH. 7 N\/ f.N. ♦rr „" '\ , 4, „, c ... . ..„ 7,...„. • . • \\ , " ,,,, t, . ze,,,r," -.,. ..:. ,, A f ^`` . 7 .v in" I IJ. Jk. Y! GREAT $S WESTERN '•"*" ROAD - /SS-9S ____ �. • _. i / // PLAN OP LOTS Or W/LL/AM B. a JOEL A! WOLFSON WHY. KIRK LAND TRUST S j i/ .N SOUTH YARMOUTH. 7 5 \ n a- . /- 77 117. Zirini.r. .n1 Jf•A7___ ��df f • 9�/ .,..,.M . L ..n M N.....M Wye .,....,.. .MM. P V 101 a-osb % / -u v e u W GTCAT -u> n u n wesrenN ' -F� s .r u.. . •• ROAD y • / , • ACCT# 034. 82 MAP 022 LOT A27 _i �i';f/ • ; LOC 2 00050.NILFIN RD ";_ :, • • Plan it,C/d,/c/,92 " "--.: • -.r-..._.._ —,-y . ....�..... - .�..... ..T. . . E • CERT. _ PROBATE . • ._ Wu'ac'! ie•-��C�reec o - 2t27� /`,S�( . ; ▪ • Georg e_ e-denk. a • u'497 I. lreor e ('ar,dttriscc%tcK • e,4'E7Y ..2...r..2.-73-7- ' - - S�e10 '.ioaharr�/'a ' - `6io2 ifSt/ , -. Qeas-12 Caen du aril& - • Asia. 2T�7o6 - 5-a,, k S- IAA zze -t erkx - • 197/ 8' 6/7310- . ' , ' ./ . • 0 • ^I , . - �I. ill. aril,. 7 , a. i , , `; , I :• PE[V:= t uzz� 6r 1 , tM - ' - - ' t,oO , : t t I . - 3 143___ •- 1/ n i. f Vision Government Solutions Page 1 of 3 • . 50 WILFIN RD Location 50 WILFIN RD Mblu 34/82/// Acct# 3195 Owner FLETCHER ALAN RJR Assessment $235,900 PID 3195 Building Count 1 Current Value Assessment Valuation Year Improvements Land Total 2017 $98,100 $137,800 $235,900 Owner of Record Owner FLETCHER ALAN R JR Sale Price $0 FLETCHER NANCY H Certificate Address 85 HENRY STREET Book&Page D715642 MANCHESTER,Cr 06040 Sale Date 01/28/1998 Instrument Ownership History Ownership History Owner Sale Price Certificate Book&Page Instrument Sale Date FLETCHER ALAN R JR $0 D715642 01/28/1998 FLETCHER ALAN RJR $106,900 C147333 01/28/1998 SQUIZZERO PETER TRS $0 Building Information Building 1 : Section 1 Year Built: 1955 Building Photo Living Area: 898 , . .. ... .. Replacement Cost: $137,148 Building Percent 70 Good: Replacement Cost Less Depreciation: $96,000 Building Attributes Field Description Style Ranch Model Residential Grade: Average http://gis.vgsi.com/yarmouthma/Parcel.aspx?Pid=3195 5/17/2017 Vision Government Solutions Page 2 of 3 • Stories: 1 story �bo. + aeq �is5^cT mairtw .,r1` Z Occupancy 1 1"S"{'+' ,-',a?J„%r�'t.„u4(,'•"T%.�. tritn.P „A rn` lit m r t"Al, : i..�•1.,„ x �f i Exterior Wall 1 Wood Shingle : T-, µ lrrM ,. g-4.:4 . '��.. ..... Ft Exterior Wall 2 I ,t'C 41.3 -1 tic Roof Structure: Gable/Hip _. �:•.•, n •wr«..s.x"� +y W� Roof Cover Asph/FGIs/Cmp ty ,1� " ^'; oil° I" '�$�' �; r, , a. ,F7. Interior Wall 1 Drywall/Sheet ,". .e,rr t ° _ '+ Interior Wall 2 L.,- . e=:.:... :,_,i. Interior Fir 1 Hardwood Interior Fir 2 (http://images.vgsi.com/pho[os2/YarmouthMAPhotos//\00\00 Heat Fuel Gas \30/51.jpg) Heat Type: Hot Air-no Duo Building Layout AC Type: Central Total Bedrooms: 3 Bedrooms - Total Bthrms: 1 • i Total Half Baths: 0 Total Xtra Flxtrs: Total Rooms: 4.18 Bath Style: Average Kitchen Style: Modern Building Sub-Areas(sq ft) Isms! Code Description Gross Living Area Area BAS First Floor 898 898 FEP Porch,Enclosed,Finished 110 0 PTO Patio 162 0 1,170 898 Extra Features Extra Features Legend Code Description Size Value Bldg# FPL1 FIREPLACE 1 ST 1 UNITS $1,500 1 EOS End Outs Shwr 1 UNITS $0 1 Land Land Use Land Line Valuation Use Code 1010 Size(Acres) 0.22 Description SINGLE FAM MDL-01 Frontage 0 Zone Depth 0 Neighborhood 0060 Assessed Value $137,800 Alt Land Appr No http://gis.vgsi.com/yarmouthma/Parcel.aspx?Pid=3195 5/17/2017 Vision Government Solutions Page 3 of 3 Category Outbuildings Outbuildings legend Code Description Sub Code Sub Description 1 Size Value Bldg# SHD1 SHED FRAME 96 S.F, $600 1 Valuation History --- — - -- Assessment ----_- _ '—_— ----- Valuation Year Improvements Land Total 2017 $98,100 $137,800 $235,900 2016 $98,100 $137,800 $235,900 2015 $86,300 $137,800 $224,100 (c)2016 Vision Government Solutions,Inc.All rights reserved. http://gis.vgsi.com/yarmouthma/Parcel.aspx7Pid=3195 5/17/2017 N ACCT# 100. 41 HAP 099 LOT V9 LOC 00066 GREAT WESTERN RD • A Plan 7/0 OWNER SOCK PACE COC. CERt. PROSAIC DATE H-/A P4-ac'/ r a a 0. /333 4 Y3 irf-s P08Errrc t C — — Roht[c T Subfrit • . .�. Rnbgars',SuLtH: a :. r -t -0 R ►1a�d �. ,�T :' as m HA(Jd 3.Ckm P.t 0 i% rz. 150 2R u 27 3-1 -QS l2,AL a 3JL%O IA (23 3 i'�Ka) 2-0-10 I Vision Government Solutions Page 1 of 3 66 GREAT WESTERN RD Location 66 GREAT WESTERN RD Mblu 100/41/// Acct# 13402 Owner CATHRO MARTIN Assessment $256,800 PID 13402 Building Count 1 Current Value -------------------'--.__ .................._............_.............--'- --- ---Assessment Valuation Valuation Year Improvements Land Total 2017 $160,000 $96,800 $256,800 Owner of Record Owner CATHRO MARTIN Sale Price $230,000 CATHRO KATHRYN Certificate Address 29 REDDEN RD Book&Page 24719/295 WEST SPRINGFIELD, MA 01089 Sale Date 07/30/2010 Instrument 15 Ownership History Ownership History Owner Sale Price Certificate Book&Page Instrument Sale Date CATHRO MARTIN $230,000 24719/295 iS 07/30/2010 FEDERAL HOME LOAN MORTGAGE CORP $233,750 24360/106 1L 02/10/2010 CATERINO RAYMOND) $29,427 19612/150 1) 03/14/2005 CATERINO RAYMOND) $105,000 17143/113 1P 06/24/2003 SULYMA ROBERT) $0 13920/145 1F 06/11/2001 Building Information Building 1 :Section 1 Year Built: 2003 Building Photo Living Area: 1,326 Replacement Cost: $175,223 Building Percent 90 Good: Replacement Cost Less Depreciation: $157,700 Building Attributes Field Description Style Cape Cod http://gis.vgsi.com/yarmouthma/Parcel.aspx?Pid=13402 5/17/2017 Vision Government Solutions - Page 2 of 3 . ," ' 1 Model Residential Grade: Average F t j•$4n`"', .$ fy Sats¢..AS�ued Stones: 11/2 Stories +t x"r.11t*.t.'lit . ^"',''µms 1,:, l iI Occupancy 1 :4 • \41eh: Exterior Wall 1 Wood Shingle ` ". ,t M Exterior Wall 2 Clapboard �j7/•;��g t1r81t t}('`:'c Fri') i ) , q 'Ynr Roof Structure: Gable/Hip f<}�'2N2 "r trdi.. #i k±4 j ,,, Roof Cover Asph/F Gls/Cmp j&'' Interior Wall 1 Drywall/Sheet �•:,,:if �" l ';'":, ��^''` y'.""1 Interior Wall 2 (http:////i- - - mages.vgsi.com/Dhotos2/Ya rm rmouthMAPhotos//\00\0l Interior Fir 1 Hardwood \27/57•)p9) Interior Fir 2 Carpet Building Layout Heat Fuel Gas Heat Type: Hot Water AC Type: None WOK 1, Total Bedrooms: 2 Bedrooms WDKI 12 ' Total Bthrms: 2 Total Half Baths; 0 HS Total Xtra Fixtrs: UON Total Rooms: 4 Bath Style: Average Kitchen Style: Modern Building Sub-Areas(sq ft) Legend Code Description Gross Living Area Area BAS First Floor 884 884 FHS Half Story,Finished 884 442 UBM Basement,Unfinished 884 0 WDK Deck,Wood 340 0 I2,992 1,326 Extra Features Extra Features Leoend Code Description Size Value Bldg# HTL HEATILATOR VEN 1 UNITS $2,300 1 Land Land Use Land Line Valuation Use Code 1010 Size(Acres) 0.26 Description SINGLE FAM MDL-01 Frontage 0 Zone Depth 0 Neighborhood 0045 Assessed Value $96,800 Alt Land Appr No http://gis.vgsi.com/yarmouthma/Parcel.aspx?Pid=13402 5/17/2017 Vision Government Solutions Page 3 of 3 h J Category Outbuildings Outbuildings Leaend No Data for Outbuildings Valuation History Assessment __.. Valuation Year Improvements Land ... Total 2017 $160,000 $96,800 $256,800 2016 $160,000 $88,000 $248,000 2015 $146,800 $88,000 $234,800 (c)2018 Vision Government Solutions,Inc.All nghts reserved. http://gis.vgsi.com/yarmouthma/Parcel.aspx?Pid=13402 5/17/2017 ACCT# i�Q. 39 MAP OB9 LOT V11 i - LOC 40658 GREAT WESTERN RD ✓T " Plan 7l e . OMN[R MOW( net OCC. CENT. •PROBATE DATE L�.C 'JJMLt$ /?e R ' !. ■ . 7 6 ' • . • 3 Stig gi'llt ucr ' 14.918 _ 15% go,000)n,io tor. to-or il • Vision Government Solutions Page 1 of 3 58 GREAT WESTERN RD Location 58 GREAT WESTERN RD Mblu 100/39/// Acct# 13491 Owner CONWAY ELIZABETH LTR Assessment $231,100 PID 13491 Building Count 1 • Current Value Assessment Valuation Year Improvements Land Total 2017 $139,100 $92,000 $231,100 Owner of Record Owner CONWAY ELIZABETH LTR Sale Price $120,000 GO JULIAN JAMES R Certificate Address PO BOX 2027 Book&Page 12598/ 188 DENNIS, MA 02638 Sale Date 10/12/1999 Instrument 1N Ownership History Ownership History Owner Sale Price Certificate Book&Page Instrument Sale Date CONWAY ELIZABETH LTR $120,000 12598/188 I IN ( 10/12/1999 ROBERTS E JAMES $0 L_ L� Building Information Building 1 : Section 1 Year Built: 1970 Living Area: 1,240 Building Photo Replacement Cost: $198,767 Building Percent 70 Good: Replacement Cost Less Depreciation: $139,100 Building Attributes Field Description Style Ranch Model Residential Grade: Average Stories: 1 Story http://gis.vgsi.com/yarmouthma/Parcel.aspx?Pid=13491 5/17/2017 Vision Government Solutions Page 2 of 3 • ' .,r j , Occupancy 1 :#r`h ., R+k• 1v'+•'plb ,�,�,, 4. .x Exterior Wall 1 Wood Shingle '^'P`'t p `V 'fir rt +"4: ° .' s l L>� nd� '�4y 1 \ Exterior Wall 2 „' r•4,e3/4* :. :4;64.p ` "�i ''.'y,c ,. , X . J]. d 4,' Roof Structure: I Gable/Hip A',¢ ^ ` #, axt ,� % Roof Cover Asph/F Gls/Cmp ' ii.„r(�. V�'°'1}.,: Interior Wall 1 Drywall/Sheet �„ ,,N� I"r. 4�r/v )7' .E t •• , r,$,"�. iy tr c Interior Wall 2 ,�U i u )' x �q'y y.-*,`+j: biNMro �il99l'�"f�J'w A, 11- Interior Fir 1 Carpet `� lr " ' s 6' y? Interior Fir 2 Y.x+: x l +P fM i!" ' )'a 'r.' ;fi. y'w�Ax+r r • 1� 'h ..,' +/t Heat Fuel Gas I /i (http://Images.vgsl.com/Dhotos2/Yarmouth MAPho[os//\00\02 Heat Type: Forced Air-Duc \88/06.Jpg) AC Type: Central Building Layout Total Bedrooms: 3 Bedrooms Total Bthrms: 2 Total Half Baths: 0 Total Xtra FIxtrs: Total Rooms: 7 Bath Style: Average Kitchen Style: Modern iiim, be Building Sub-Areas(sq ft) Legsnd Code Description Gross Living Area Area BAS First Floor 1,240 1,240 FOP Porch,Open,Finished 8 0 UBM Basement,Unfinished 1,248 0 UEP Porch,Enclosed,Unfinished 280 0 2,776 1,240 Extra Features Extra Features Legend No Data for Extra Features Land Land Use Land Line Valuation Use Code 1010 Size(Acres) 0.26 Description SINGLE FAM MDL-01 Frontage 0 Zone Depth 0 Neighborhood 0045 Assessed Value $92,000 Alt Land Appr No • http://gis.vgsi.com/yarmouthma/Parcel.aspx?Pid=13491 5/17/2017 Vision Government Solutions Page 3 of 3 • 4 . . ' Category Outbuildings Outbuildings }eaend No Data for Outbuildings Valuation History Assessment Valuation Year Improvements Land Total 2017 $139,100 $92,000 $231,100 2016 $139,100 $83,600 $222,700 2015 $144,400 $83,600 $228,000 (c)2018 Vision Government Solutions,Inc.All rights reserved http://gis.vgsi.com/yarmouthma/Parcel.aspx?Pid=13491 5/17/2017 ACCT# 1 •4. 40 MAP 089 OT VS • LOC 00062 GREAT WEST- • `D i • Plan? OWNER COOK - PACE ' DOC. CENT. PKONATE DATE W/M • P64&. e4aP. /3333 y3 O A SAmms Pc6gar; 411JY 1796 Z74 ELizghcrd L. r9.3 lAd S (88 tuot000�„ ,o km !o- 14-`' • • • 1 Vision Government Solutions Page 1 of 3 .,N 62 GREAT WESTERN RD Location 62 GREAT WESTERN RD Mblu 100/ 40/// Acct# 13490 Owner CONWAY ELIZABETH L TR Assessment $9,700 PID 13490 Building Count 1 Current Value Assessment Valuation Year Improvements Land Total 2017 $0 $9,700 $9,700 Owner of Record Owner CONWAY ELIZABETH LTR Sale Price $120,000 C/O JULIAN JAMES R Certificate Address 15 DOLPHIN WAY Book&Page 12598/ 188 DENNIS, MA 02638 Sale Date 10/12/1999 Instrument 1N Ownership History Ownership History Owner Sale Price Certificate Book&Page Instrument Sale Date CONWAY ELIZABETH LTR $120,000 12598/188 IN -10/12/1999 , E JAMES ROBERTS .. , $0 Building Information Building 1 :Section 1 Year Built: Building Photo Living Area: 0 Replacement Cost: $0 Building Percent Good: Replacement Cost Less Depreciation: $0 Building Attributes Field Description Style Vacant Land Model Grade: Stories: http://gis.vgsi.com/yarmouthma/Parcel.aspx?Pid=13490 5/17/2017 Vision Government Solutions Page 2 of 3 • �q 'Z� Occupancy 4;41. JI iyi,.f'+a'" Exterior Wall 1 � � Pr b- v I't' Exterior Wall 2 0;.t� 1n Pra=tise:;;% T j i Roof Structure: ay t„ + yt by 1. afffir } Roof Cover • aFr, ° k ""9.N.-1/4.„? r: '.." gyy �j}y�g+;` M .. Interior Wall 1 2.rt ' :. ry1::- g • br& d ��` � � : &Interior Wall 2 E t.4", 1't .dpSa °, r �Interior Fir 1 iS. 4K S4 Interior Fir 2 0.4,1F441 rY w� ( t layea, Heat Fuel (http://images.vgsl.com/photos2/YarmouthMAPhotos/A00\02 Heat Type: \88/04.1pg) AC Type: Building Layout Total Bedrooms: E Building Layout Total Bthrms: Total Half Baths: Building Sub-Areas(sq ft) Legend Total Xtra Fixtrs: No Data for Building Sub-Areas Total Rooms: Bath Style: Kitchen Style: Extra Features Extra Features Legend No Data for Extra Features Land Land Use Land Line Valuation Use Code 1320 Size(Acres) 0.26 Description RES ACLNUD Frontage 0 Zone Depth 0 Neighborhood 0045 Assessed Value $9,700 Alt Land Appr NO Category Outbuildings Outbuildings Leflend No Data for Outbuildings Valuation History Assessment Valuation Year Improvements Land Total http://gis.vgsi.com/yarmouthma/Parcel.aspx?Pid=13490 5/17/2017 Vision Government Solutions Page 3 of 3 2017 $0 $9,700 $9,700 2016 --- __--_ __— -- --- $0 _-------$8,800 $8,800 2015 $0 $8,800 E8,800 (c)2016 Vision Government Solutions,Inc.All rights reserved. http://gis.vgsi.com/yarmouthma/Parcel.aspx?Pid=13490 5/17/2017 • REScheck Software Version 4.6.5 0 i Compliance Certificate %:.l �-P Project New Custom Ranch , 10 P,`�v� ,F``�t r3Ci u' ...------ Energy Energy Code: 2015 IECC ,-- Location: / Location: South Yarmouth, Massachusetts 111 Construction Type: Single-family Project Type: New Construction Conditioned Floor Area: 1,504 ft2 Glazing Area 16% Climate Zone: 5 (6137 HDD) Permit Date: Permit Number: Construction Site: Owner/Agent: Designer/Contractor: 62 Great Western Road Frank D.Ciambrlello Robert Dunphy South Yarmouth, MA 02664 302 Setucket Road Dublin Construction Dennis,MA 02638 2 Hersey Street 774-353-6329 South Yarmouth, MA 02664 781-718-0881 om• once, -asses iii ri 1 -Tiede 0 Compliance: 3.5%Better Than Code Maximum UA: 256 Your UA: 247 The%Better or Worse Than Code Index reflects how close to compliance the house Is based on code tradeoff rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home. Envelope Assemblies Gross Area Cavity Cont. Assembly or ,, U-Factor UA Perimeter R-Vaiue R-Value Ceiling 1:Flat Ceiling or Scissor Truss 1,072 38.0 0.0 0.030 32 Ceiling 2:Cathedral Ceiling 498 38.0 0.0 0.027 13 Floor 1:All-Wood Joist/Truss:Over Unconditioned Space 1,504 30.0 0.0 0.033 50 Wall 1:Wood Frame, 16"o.c. 1,446 21.0 0.0 0.057 65 Window 1:Vinyl/Fiberglass Frame:Double Pane with Low-E 192 0.300 58 Door 1:Glass 40 0.290 12 Door 2:Solid 30 0.300 9 Door 3:Solid 20 0.180 4 Door 4:Solid 20 0.220 4 Compliance Statement: The proposed building design described here is consistent with the building plans,specifications,and other calculations submitted with the permit application.The proposed building has been designed to meet the 2015 IECC requirements In REScheck Version 4.6.5 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. Keith Presswood VP A- /Zrja,. rsnd 08/02/2018 Name-Title Signature Date Project Notes: REScheck by Cape Cod Insulation, Inc. 18 Reardon Circle Project Title: New Custom Ranch Report date: 08/02/18 Data filename: Untitled.rck Page 1 of10 South Yarmouth, Ma. 02664 800-696-6611 Project Title: New Custom Ranch Report date: 08/02/18 Data filename: Untitled.rck Page 2 of10 cjREScheck Software VersionChecklist 4.6.5 \fp Energy Code: 2015 IECC Requirements: 39.0% were addressed directly in the REScheck software Text in the "Comments/Assumptions" column Is provided by the user In the REScheck Requirements screen. For each requirement,the user certifies that a code requirement will be met and how that Is documented,or that an exception is being claimed.Where compliance Is Itemized in a separate table, a reference to that table is provided. Section Plans Verified Field Verified # Pre-Inspection/Plan Review Value Value Complies? Comments/Assumptions & Req.ID 103.1, Construction drawings and ! - - .;❑Complies Requirement will be met. 103.2 documentation demonstrate p ti❑Does Not WRIT energy code compliance for the £ _ building envelope.Thermal Z❑Not Observable envelope represented on ❑Not Applicable construction documents. 103.1, Construction drawings and - _ ❑Complies 103.2, documentation demonstrate '❑Does Not 403.7energy code compliance for ❑Not Observable (PR3]1 lighting and mechanical systems. Systems serving multiple ';❑Not Applicable dwelling units must demonstrate compliance with the IECC Commercial Provisions. 302.1, ;Heating and cooling equipment Is Heating: Heating: ❑Complies i 403.7 sized per ACCA Manual S based Btu/hr Btu/hr ❑Does Not [PR2]z j on loads calculated per ACCA Cooling: Cooling: ❑Not Observable 4 :Manual J or other methods Btu/hr Btu/hr approved by the code official. ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: New Custom Ranch Report date: 08/02/18 Data filename: Untitled.rck Page 3 of10 Section Foundation Inspection Complies? Comments/Assumptions & Req.ID 303.2.1 ;A protective covering Is Installed to ❑Complies Requirement will be met. (F01132 protect exposed exterior Insulation ❑Does Not eJ ;and extends a minimum of 6 in.below ❑No[Observable 'grade. ❑Not Applicable 403.9 Snow-and ice-melting system controls ❑Complies [F012]2 ainstalled. ODoes Not .©J ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) I 2 Medium Impact(Tier 2) I 3 Low Impact(Tier 3) Project Title: New Custom Ranch Report date: 08/02/18 Data filename: Untitled.rck Page 4 of10 Section Plans Verified Field Verified # Framing/Rough-In Inspection Value Value Complies? Comments/Assumptions & Req.ID 402.1.1, Door U-factor. U-_ U-_ ❑Complies See the Envelope Assemblies 402.3.4 ODoes Not table for values. [FRl]1 ONot Observable 0 ONot Applicable 402.1.1, Glazing U-factor(area-weighted U- U- ❑Compiles See the Envelope Assemblies 402.3.1, average). ODoes Not table for values. 402.3.3, 402.5 ONot Observable [FR2]1 ONot Applicable 0 303.1.3 U-factors of fenestration products - _ _- F '❑Complies Requirement will be met. [FR4]1 are determined in accordance 3"❑Does Not O with the NFRC test procedure or taken from the default table. :.❑Not Observable ,;❑Not Applicable 402.4.1.1 Alr barrier and thermal barrier '^❑Complies Requirement will be met. [FR2311 Installed per manufacturers _ - ; Additional Comments/Assumptions: 1 High impact(Tier 1) 2 Medium impact(Tier 2) 3 Low Impact(Tier 3) Project Title: New Custom Ranch Report date: 08/02/18 Data filename: Untitled.rck Page 6 of10 Section Plans Verified Field Verified # Insulation inspection Value Value Complies? Comments/Assumptions & Req.ID 303.1 :All Installed Insulation is labeled :❑Complies Requirement will be met. (IN13)2 or the Installed R-values € - '❑Does Not provided. { E❑Not Observable S S ;;ONot Applicable 402.1.1, Floor insulation R-value. R- R- ❑Complies See the Envelope Assemblies 402.2.6 0 Wood 0 Wood ODoes Not table for values. ['NW ❑ Steel 0 Steel ONot Observable 0 ONot Applicable 303.2, Floor Insulation Installed per F - ' - l❑Complies Requirement will be met. 402.2.7 manufacturer's instructions and L '❑Does Not [IN2]' in substantial contact with the ❑Not Observable 0 underside of the subfloor,or floor framing cavity insulation is in _ ONot Applicable contact with the top side of sheathing,or continuous insulation is installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing - members. 402.1.1, Wall insulation R-value.If this Is a R- R- ❑Complies See the Envelope Assemblies 402.2.5, mass wall with at least'h of the 0 Wood 0 Wood ODoes Not table for values. 402.2.6 wall Insulation on the wall [IN3]' exterior,the exterior Insulation ❑ Mass ❑ Mass ONot Observable requirement applies(FR10). 0 Steel 0 Steel ONot Applicable 303.2 Wall insulation is installed per [ - ,;❑Complies Requirement will be met. [IN4]' manufacturer's instructions. Not a❑Not Observable • `;❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) I 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: New Custom Ranch Report date: 08/02/18 Data filename: Untitled.rck Page 7 of10 Section Plans Verified Field Verified # Final Inspection Provisions Value Value Complies? Comments/Assumptions &Req.ID 402.1.1, Ceiling insulation R-value. R- R- ❑Complies See the Envelope assemblies 402.2.1, 0 Wood 0 Wood ODoes Not table for values. 402.2.2, 402.2.6 0 Steel 0 Steel ['Not Observable [F11]' ONot Applicable 303.1.1.1, Ceiling Insulation installed per - - - _. .i❑Complies Requirement will be met. 303.2 manufacturer's instructions. '❑Does Not [FI2]1 Blown Insulation marked every ,❑Not Observable 300 ft'. �,❑Not Applicable 402.2.3 ;Vented attics with air permeable ;❑Complies Requirement will be met. [F12212 1,Insulation include baffle adjacent - ❑Does Not .,to soffit and eave vents that ❑Not Observable 'extends over insulation. S I, . y❑NotApplicable 402.2.4 Attic access hatch and door R-_ R-_ ❑Complies Requirement will be met. (93]' insulation tR-value of the ODoes Not adjacent assembly. ONot Observable ONot Applicable 402.4.1.2 Blower door test @ 50 Pa.<=5 ACH 50= ACH 50= ❑Complies Requirement will be met. [FIl7]' ach In Climate Zones 1-2,and ODoes Not <=3 ach in Climate Zones 3-8. ONot Observable ONot Applicable 403.3.4 Duct tightness test result of<=4 cfm/100 dm/100 ❑Complies [Fl4]' dm/100 ft2 across the system or ft2 ft7 ODoes Not <=3 cfm/100 ft2 without air ONot Observable handler @ 25 Pa.For rough-In tests,verification may need to ONot Applicable occur during Framing Inspection. 403.3.3 Ducts are pressure tested to cfm/100 dm/100 ❑Complies [F127]1 determine air leakage with ft2 fir ODoes Not either: Rough-In test:Total ONot Observable ' leakage measured with a ONot Applicable pressure differential of 0.1 Inch w.g.across the system Including the manufacturers air handler enclosure if Installed at time of test.Postconstructlon test:Total leakage measured with a pressure differential of 0.1 Inch w.g.across the entire system Including the manufacturers air handler enclosure. 403.3.2.1 Air handler leakage designated • -- :' -- • TOComplies [F12411 by manufacturer at<=2%of "ODoes Not design air flow. i❑Not Observable ❑Not Applicable 403.1.1 .Programmable thermostats I ;❑Complies [F19]2 ;Installed for control of primary _ 'ODoes Not t heating and cooling systems and % initially set by manufacturer to ❑Not Observable I code specifications. ❑Not Applicable 403.1.2 ;Heat pump thermostat Installed 't ;❑Complies i [FI10]1 ;on heat pumps. p "❑Does Not 7 € ❑Not Observable t I ONot Applicable 403.5.1 ;Circulating service hot water I - ❑Complies [Fill]2 Isystems have automatic or ❑Does Not ;accessible manual controls. ❑Not Observable i Q ,❑Not Applicable 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: New Custom Ranch Report date: 08/02/18 Data filename: Untitled.rck Page 8 of10 Section Plans Verified Field Verified # Final Inspection Provisions Value Value Compiles? Comments/Assumptions &Req.1D 403.6.1 'All mechanical ventilation system 1 ❑Complies [F12512 Ifans not part of tested and listed '❑Does Not t HVAC equipment meet efficacy 1 ❑Not Observable Sand air flow limits. ❑Not Applicable 403.2 :Hot water boilers supplying heat t' 40Complies (F126]2 =through one-or two-pipe heating p ❑Does Not systems have outdoor setback ❑Not Observable I control to lower boiler water jtemperature based on outdoor i❑Not Applicable temperature. 403.5.1.1 ;Heated water circulation systems ;,❑Complies [F126]2 have a circulation pump.The y❑Does Not „system return pipe is a dedicated ❑Not Observable ''return pipe or a cold water supply i pipe.Gravity and thermos- r❑Not Applicable syphon circulation systems are f not present.Controls for I circulating hot water system pumps start the pump with signal , for hot water demand within the occupancy.Controls automatically turn off the pump , when water is in circulation loop ,Is at set-point temperature and , I no demand for hot water exists. 403.5.1.2 ;Electric heat trace systems , ;❑Complies [F12912 'comply with IEEE 515.1 or UL '❑Does Not 1515.Controls automatically $ ;adjust the energy Input to the �,❑Not Observable ;heat tracing to maintain the ( ❑Not Applicable desired water temperature In the ' I piping. ) 403.5.2 Water distribution systems that ;❑Complies [F130]2 have recirculation pumps that - 'DDoes Not pump water from a heated water ❑Not Observable I supply pipe back to the heated '!water source through a cold ❑Not Applicable S water supply pipe have a { • demand recirculation water ;system.Pumps have controls that manage operation of the . pump and limit the temperature 1 • of the water entering the cold water piping to 1042F. I , 403.5.4 ;Drain water heat recovery units ;❑Complies IF131]2 ;tested in accordance with CSA ' 2❑Does Not 'B55.1.Potable water-side ;❑Not Observable pressure loss of drain water heat recovery units<3 psI for ❑Not Applicable individual units connected to one I or two showers.Potable water- 'side pressure loss of drain water heat recovery units<2 psi for individual units connected to ,three or more showers. 404.1 75%of lamps In permanent Y❑Complies [F16]1 fixtures or 75%of permanent .❑Does Not fixtures have high efficacy lamps. !❑Not Observable Does not apply to low-voltage N lighting. r❑Not Applicable ' 404.1.1 Fuel gas lighting systems have k "❑Complies [F123]3 no continuous pilot light. ❑Does Not 9 ❑Not Observable I f;❑Nat Applicable 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: New Custom Ranch Report date: 08/02/18 ' Data filename: Untitled.rck . Page 9 of10 ,Section # Final Inspection Provisions Plans Verified Field Verified Compiles? Comments/Assumptions &Req.ID Value Value 401.3 Compliance certificate posted. ,❑Complies Requirement will be met. [FI712 S❑Does Not ' °❑Not Observable ',❑Not Applicable 303.3 Manufacturer manuals for ) i,❑Complies [FI18]3 mechanical and water heating 1 - ❑Does Not systems have been provided. 1 % ❑❑Not Observable Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low impact(Tier 3) Project Title: New Custom Ranch Report date: 08/02/18 Data filename: Untitled.rck Page 10 of10 • 1 2015 IECC Energy 0 Efficiency Certificate Above-Grade Wall 21.00 Below-Grade Wall 0.00 Floor 30.00 Ceiling /Roof 38.00 Ductwork(unconditioned spaces): _ G=ss&DoorRatin• '• Fac or ; ', Window 0.30 Door 0.29 Heating System: _ Cooling System: Water Heater: _ Name: Date: Comments PE COD' Cape Cod Insulation, Inc. ti 18 Reardon Circle Print Date:08/02/Es2078mate Page 1 o12 U 0,014 Estimate#: 727172.00 s° South Yarmouth, MA 02664 Date: 08/02/2018 P: 508-775-1214 Terms: Net 30 31 ntln PO#: F: 508-778-5735 Plan ID: 4E: Sales Rep: Tyler Adams W: www.capecodinsulation.comita. Phone#: 508-775.1214 Email: tyleradams@capecodinsulation.cca Customer Name: Job Name: Dublin Construction 62 Great Western Road 2 Hersey Street 62 Great Western Road Yarmouth Port,MA 02675 South Yarmouth,MA 02664 dublincompanies@comcast.net dublincompanies@comcast.net P: 508 430 4700 A:Robert Dunphy P:508 430 4700 A:Robert Dunphy F: Description CUSTOM PACKAGE: Package Accepted(please circle one): YES / NO Air sealing performed w/ECOSEAL spray applied water based sealant Attic Flat w/12"R38 Kraft Faced Batts(16 OC) Attic Flat 16"Accuvents installed around perimeter of Flat Ceiling Cathedral Ceiling w/I0"R38 High Density Kraft Faced Batts (16 OC) Cathedral Ceiling Proper Vents installed in entire Cathedral Ceiling Walls Exterior w/5.5"R21 Unlaced Batts installed (16 OC) Walls Exterior w/4mi1 Polyethylene Vapor Barrier Stairwell w/3.5"R15 Kraft Faced Batts Installed (16 OC) First Floor Rim Joist w/3"R20 nominal fill Closed Cell Spray Foam Insulation Basement Rim Joist w/3"R20 nominal fill Closed Cell Spray Foam Insulation Rim Joists wBlazelok Thermal Bather Spray Applied over Closed Cell Foam Basement Ceiling w/10"12.30 Kraft Faced Batts (16 OC) Basement Ceiling 16"Metal Support Rods CUSTOM PACKAGE TOTAL: $7,800.00 (Package Is Included In Total) GUTTERS PACKAGE: Package Accepted(please circle one): YES / NO WHITE 2x3 Downspouts Installed WHITE 5"K-Style Seamless Aluminium Gutters 5"Canadian Bar Hanger Installed on 5"K Style Gutter U Clips Installed on 2x3 Downspouts GUTTERS PACKAGE TOTAL: $1,150.00 (Package Is Included In Total) G'��7E `ob Cape Cod Insulation, Inc. ti 18 Reardon Circle Print Date:08/02/Esmate 2018 Paget of2 V A1�1'O,N Estimate#: 727172.00 an South Yarmouth, MA 02664 Date: 08/02/2018 1111111 Terms: Net 30 mn P: 508-775-1214 Po#: ~: F: 508-778-5735 Plan ID: r is • E: Sales Rep: Tyler Adams a�wi„riru;. W: www.capecodinsulation.com Phone#: 508-775-1214 Email: tyleradams@capecodinsulation.coi Customer Name: Job Name: Dublin Construction 62 Great Western Road 2 Hersey Street 62 Great Western Road Yarmouth Port,MA 02675 South Yarmouth,MA 02664 • dublincompanies@comcast.net dublincompanies@comcast.net P: 508 430 4700 A:Robert Dunphy P:508 430 4700 A:Robert Dunphy F: Thank you for your business! CCI Cape Cod Insulation Inc.expects all areas being insulated to be broom clean and free of debris,prior to work commencing It is the responsibility of the customer to heat the building to at least50 degrees to avoid foam shrinkage.Spray foam Insulation cannot be Installed when the exterior surface temperature is below 32 degrees. When installing spray foam Insulation, it is imperative that you consult with your HVAC contractor as CCI is not responsible for improperly sized HVAC units and the damage that may occur. Customer Is responsible for removing or covering anything that you don't want covered with overspray. CCI in not responsible for the damage that may occur from overspray. It is recommended that house be evacuated for48 hours after the spraying of foam Insulation CCI is not responsible for any health issues due to inhalation of spray foam Insulation *No other trades can work on-site while Cape Cod Insulation,Inc is Spraying foam products.Respirators are required while foam products are being sprayed. Cape Cod Insulation,Inc.is fully protected by Worker's Compensation,Liability and Automobile Insurance.Materials are guaranteed by the Manufacturer and CCI's workmanship is guaranteed for 1 year. All agreements are contingent upon strikes,accidents or delays beyond our control Terms:Payment is due upon completion Payment can be made by Cash or Check,No Credit Cards.Any checks returned for insufficient funds are subject to a$25.00 service fee.Payments not received within 30 days are subject to 1.5%monthly finance charge.In the event that payment is not received within 60 days of the Invoice your account will be turned over to our Attorney for collection All collection costs,Including attorney fees,Incurred by CCI will with be charged to customer. Note:this proposal may be withdrawn if not accepted within 30 days. Sales Rep Date Acceptance of Proposat CCI is authorized to do the work as specified. Customer Signature Date _ __ AUTHORIZED SALES SIGNATURE DATE Subtotal: $8,950.00 GrandTotal: $8,950.00 SIGNATURE PRINT NAME DATE