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HomeMy WebLinkAbout0369 WHEELER ROAD 3�� wt+�E��2. 12or�-D , � f Town of BarnstabliOWN OF BARNSTABLE �oFt"Ergo Regulatory Services, ���� OCT 20 r!: " Thomas F. Geiler,Director . AN 42 a"RNSS& ` Building Division 9$AIEo �1% Tom Perry, Building Commissionryryer-- 200 Main Street, Hyannis,MA 026WISION www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 PERMIT# CJ'�5 Z CP FEE: $, -Se SHED REGISTRATION 120 square feet or less Location of shed(address) Village Property owner's name Telephone number Size of Shed Map/Parcel# Signature Date Hyannis Main Street Waterfront Historic District?. AM) Old King's Highway Historic District Commission jurisdiction? Conservation Commission(signature is required) 11 • Sign off hours for Conservation 8:00-9:30 &3:30-4:30 PLEASE,NOTE: IF YOU ARE WITHIN THE JURISDICTION OF ANY OF THE ABOVE COMMISSIONS,THERE MAY BE A REVIEW PROCESS AND-APPLICATION FEE. PLEASE SEE THE APPROPRIATE COMMISSION FOR DETAILS. i THIS FORM MUST BE ACCOMPANIED BY A � PLOT PLAN Q-forms-shedreg REV:042506 - - - MYSTIC LAKE PLAN REFERENCE: PLAN BOOK 359 PAGE 70 CB PLATE (FND) PLAN DATE: AUGUST 6, 1981 w PLAN REFERENCE: PLAN BOOK 357 PAGE 44 `o PLAN DATE: MAY 20, 1974 o N PLAN REFERENCE: PLAN BOOK 127 PAGE 137 PLAN DATE: MARCH 22, 1956 CV -H N b cD Ln Oi N'I Q�1 N PG 0 N 71.1' �0 '� NEW CONCRETE `n/�� FOUNDATION 4yP z 39.5' 28.0. �0f CB PLATE (FND) O l�o - 6 _t.0 0 N -COI i O t "p O O ,OO. S N O FLOOD ZONE: cy0" M THE SUBJECT LOT IS SITUATED IN FLOOD a�P� ' Assc ZONE X SEE COMMUNITY PANEL 250001-0015C DA. y REVISED AUGUST 19, 2008 THULIN 0 No.39403 OFFSETS TO PROPERTY LINES FROM NEW CONCRETE FOUNDATION ND 51JR J�� CB PLATE (FND) L=39. 1 �\ R = 75.00' �� L = 18.21' ELBEV SU93 85 MARKER WHEELER = 13'54'41" ROAD IP (FND) 50 0 25 50 _ . 100 � 200 LOT AREA: 46,827±SF ASSESSORS MAP 082001001 ( IN FEET ) DATE OF SURVEY:JANUARY 2, 2008 1 inch = 50 ft. CERTIFIED PLOT PLAN FOUNDATION LOCATION DATE: 10/23/08 .369 WHEELER ROAD I HEREBY CERTIFY THAT THE SUBJECT NEW CONCRETE FOUNDATION IS LOCATED IN RELATION TO LOT LINES AS SHOWN. THE LOCATION OF THE BUILDING WAS DETERMINED BY INSTRUMENT B A R N S TA B LE, M A S S A C H U S E T TS SURVEY. THIS PLAN IS NOT INTENDED TO BE A LAND OR PROPERTY SURVEY USED FOR RECORDING, PREPARING DEED DESCRIPTIONS OR CONSTRUCTION, NO CORNERS WERE SET. IT SCALE: 1' = 50' DATE: 10/24/08 CANNOT BE USED FOR ESTABLISHING FENCE, HEDGE OR BUILDING LINES. THE MATTERS SHOWN HEREON ARE BASED ON CURRENT DEED AND REFERENCED PLAN INFORMATION ONLY AND MAY BE SUBJECT TO FURTHER OUT SALES, TAKINGS, EASEMENTS,.RIGHTS OF WAY AND OTHER MATTERS OF RECORD, AND PRESCRIPTIVE OR OTHER RIGHTS. TO THE BEST OF MY KNOWLEDGE AND BELIEF THE FOUNDATION LOCATION CONFORMS TO THE HORIZONTAL SETBACK DAVID C. THULIN, PE, PLS REQUIREMENTS OF THE CODE OF THE TOWN OF BARNSTABLE . 211 MILL ROAD EAST SANDWICH, MASSACHUSETTS 02537 (508) 888-2345 FAX (508) 888-7259 / PREP. FOR: WOLFEMARK DRAWN BY: PST I CHKD BY: DCT GG✓/ /� 'J7 O�j JOB No: 08-025 REV. G/ j} SHEET 1 OF t - - - MYSTIC LAKE PLAN REFERENCE: PLAN BOOK 359 PAGE 70 CB PLATE (FND) PLAN DATE: AUGUST 6, 1981 PLAN REFERENCE: PLAN BOOK 357 PAGE 44 ul PLAN DATE: MAY 20, 1974 0 o PLAN REFERENCE: PLAN BOOK 127 PAGE 137 `rV PLAN DATE: MARCH 22, 1956 (0m tf1 rn i1 O �0 to N 0) 9 NEW CONCRETE Ln FOUNDATION z 39.5' 4 N 28.0, CB PLATE (FND) to LID ++ Vl W 0 '00 N 0� Ul 3 � o O N 0 �f 1 ;n W U7 '00• N O N Z FLOOD ZONE: �P�tyOFMgssq THE SUBJECT LOT IS SITUATED IN FLOOD DAVID °y ZONE X SEE COMMUNITY PANEL 250001-0015C 'S 0' N REVISED AUGUST 19, 2008 c THULIN -+ o No.39403 � OFFSETS TO PROPERTY LINES FROM NEW CONCRETE FOUNDATION C9N�SURVElO CB PLATE (FND) L=39 ,Q\ R = 75.00' L = 18.21' ��• " ELBEVSU9385 MARKER WHEELER A = 13'54'41 ROAD IP (FND) 50 0 ^25 50 100 \ 200 LOT AREA: 46,827±SF ( IN FEET ) ASSESSORS MAP 082001001 1 inch = 50 ft. CERTIFIED PLOT PLAN DATE OF SURVEY:JANUARY 2, 2008 FOUNDATION LOCATION DATE: 10/23/08 369 WHEELER ROAD I HEREBY CERTIFY THAT HE SUBJECT NEW CONCRETE FOUNDATION IS LOCATED IN RELATION TO BARNSTABLE, MASSACHUSETTS LOT LINES AS SHOWN. HE LOCATION OF THE BUILDING WAS DETERMINED BY INSTRUMENT SURVEY. HIS PLAN IS NOT INTENDED TO BE A LAND OR PROPERTY SURVEY USED FOR SCALE: 1� = 50' DATE: 10/24/08 RECORDING, PREPARING DEED DESCRIPTIONS OR CONSTRUCTION, NO CORNERS WERE SET. IT CANNOT BE USED FOR ESTABLISHING FENCE, HEDGE OR BUILDING LINES. HE MATTERS SHOWN HEREON ARE BASED ON CURRENT DEED AND REFERENCED PLAN INFORMATION ONLY AND MAY BE SUBJECT TO FURTHER OUT SALES, TAKINGS. EASEMENTS,.RIGHTS OF WAY AND OTHERMATTERS F CORD, AND PRESCRIPTIVE A' AND BELIEFF HEFOUNDATIONLOCATION CONFO MSRTOGHE HORIZONTALHTS. TO THE SETBACK T OF MY KNOWLEDGE DAVID C. THULIN, PE, PLS REQUIREMENTS OF THE CODE OF THE TOWN OF BARNSTABLE . 211 MILL ROAD EAST SANDWICH, MASSACHUSETTS 02537 (508) 888-2345 FAX (508) 888-7259 PREP. FOR: WOLFEMARK DRAWN BY: PST I CHKD BY: DCT /n Z7 69 J BENo: OF 08-025 REV. PROTECT NAME: ADDRESS: 31eq PERMIT# PERMIT DATE: M/P: LARGE ROLLED PLANS ARE IN: 113O 8� SLOT Data entered in' MAPS ro rain on: 3 Ogg P � BY: o/wn fi l es/archive I Swanson Structural, Inc. Paul W. Swanson, P.E. 116 Forest Street Franklin, MA 02038 . i 508-520-1333 February 4, 2009 Wolfemark Construction Design Scott Wolfe 23 Jan Sebastian Drive Unit 3 Sandwich, MA 02563 Re: Structural Affidavit for Swaim Residence, 369 Wheeler Road, Marstons Mills, MA (My job 3189) Dear Scott: On Friday, January 23,2009, I visited the subject project for a visual inspection of the completed framing. The framing was done neatly and in accordance with the design calculations and details I had prepared for the project. At the time of my visit,the weather was cool and sunny, about 35 degrees. I spoke with your job superintendent, Paul. Based upon my field inspection the construction is in conformance with my engineered design and the structural requirements of the Massachusetts State Building Code, 7`h edition. Thank you for involving me with this project. Please feel free to contact me with any questions. Sincerely, or -S!t!tlNSON^ 1L.. SIT : . `_ 1 Zf, Ri- Paul W. Swanson,P.E. N 3`3*34 ,l Swanson Structural, Inc K _ L ' i `ME �+o,�tio.� Town of Barnstable w Building Department - 200 Main Street * > S& ' Hyannis, MA 02601 '1 (508) 862-4038 AtFD PAA�A Certificate of Occupancy Application Number: 200805022 CO Number: 20100028 Parcel ID: 082001001 CO Issue Date: 03/17/10 Location: 369 WHEELER ROAD Zoning Classification: RESIDENCE F DISTRICT Proposed Use: SINGLE FAMILY HOME Village: MARSTONS MILLS Gen Contractor: WOLFEMARK CONST CO Permit Type: RC00 CERTIFICATE OF OCCUPANCY RES Comments: Building Department Signature Date Signed ETti TOWN OF BARN STAB LE BuIld[n g Application Ref: 200805022* BARNSTABLE, + Issue Date: 10/17/08 Permit i639• 1� Applicant: WOLFEMARK CONST CO MAY A Permit Number: B 20082283 ArFO Proposed Use: DEVELOPABLE LAND Expiration Date: 04/16/09' Location 369 WHEELER ROAD Zoning District RF Permit Type: NEW SINGLE FAMILY HOME Map Parcel 082001001 Permit Fee$ 3,442.50 Contractor WOLFEMARK CONST CO Village MARSTONS MILLS App Fee$ 100.00 License Num 042943 Est Construction Cost$ 675,000 Ren:nrks 'APPROVED PLANS MUST BE RETAINED ON JOB AND NEW SINGLE FAMILY DWELLING WITH A FOUNDATION FOR A TWO CARS CARD MUST BE KEPT POSTED UNTIL FINAL DETATCHED GARAGE _ INSPECTION HAS BEEN MADE. WHERE A CERTIFICATE OF OCCUPANCY IS REQUIRED,SUCH Owner on Record: SWAIM,ANN D BUILDING SHALL NOT BE OCCUPIED UNTIL A FINAL Address: 5 NAUSET ST INSPECTION HAS BEEN MADE. SANDWICH, MA 02563 Application Entered by: RM Building Permit Issued By: THIS PERMIT CONVEYS NO RIGHT•TO OCCUPY ANY STREET,ALLY OR SIDEWALK,OR ANY PART THEREOF;EITHER TEMPORARILY.ORPERMANENTLY. ENCROACHEMENTS ON PUBLIC PROPERTY,NOT SPECIFICALLY PERMITTED,UNDER THE BUILDING CODE,MUST BE APPROVED BY THE JURISDICTION. STREET ORALLY GRADES AS WELL AS DEPTH AND LOCATION OF PUBLIC SEWERS MAYBE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS. THE ISSUANCE OF THIS PERMIT DOES NOT RELEASE THE APPLICANT FROM THE CONDITIONS OF ANY APPLICABLE SUBDIVISION RESTRICTIONS. MINIMUM OF FOUR CALL INSPECTIONS REQUIRED FOR ALL CONTSTRUCTION WORK: 1.FOUNDATION OR FOOTINGS. 2.ALL FIREPLACES MUST BE INSPECTED AT THE THROAT LEVEL BEFORE FIRST FLUE LINING IS INSTALLED. 3.WIRING&PLUMBING INSPECTIONS TO BE COMPLETED PRIOR TO FRAME INSPECTION. 4.PRIOR TO COVERING STRUCTURAL MEMBERS(READY TO LATH). 5. INSULATION. 6.FINAL INSPECTION BEFORE OCCUPANCY. ; WHERE APPLICABLE,SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL,PLUMBING AND MECHANICAL INSTALLATIONS. WORK SHALL NOT PROCEED UNTIL THE INSPECTOR HAS APPROVED THE VARIOUS STAGES OF CONSTRUCTION. PERMIT WILL BECOME NULL AND VOID IF CONSTRUCTION WORK IS NOT STARTED WITHIN SIX MONTHS OF DATE THE PERMIT IS ISSUED AS NOTED ABOVE. PERSONS CONTRACTING WITH UNREGISTERED CON,T:RACTORS DO NOT HAVE ACCESS TO GUARANTY FUND(asset forth in MGL c.142A). dT: a ® . 0 0 BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION-APPROVALS 1 �31�9�.- ;����. I/Cr�`�`/�/(� 1. . �ti• v k�� 1 �/�,.�'A`r, - 'G� /• Jl'/� 7 117 2 2 6, /A v-✓ ✓ �7 la G 1 eating Inspectio provals Engineering Dept Dv Fire Dept 2 Cry¢S oar o e =,A. s op- t0as�5 B� COwIph ��, / �/ ,� ° * TOWN OF BARNSTABLE.BUILDING PERMIT APPLICATION Map ® Sol Parcel iolD I as I Uk ° Application # iZXJJd� Health;Division Date Issued I Conservation,Division 67 Application Fee h Planning Dept. `�idA�lc'�ll�B� �1(� t� ��ly� � Permit Fee Date Definitive Plan Approved.by Planning Board _ Historic - OKH Preservation / Hyannis Project Street Address .,b1L0` ,,_a1e,r- kn�Z Village Owner Address-9 60k 57S av,\e- wua 0a615/ Telephone 5616- JITI— Permit Request t ti O e.I1. tit{ a ear Square feet: 1 st floor: existing proposed,2216 2nd floor: existing proposed /o ��Total new ,�5�' Zoning District Flood Plain Groundwater Overlay C-O � Project Valuation �O Construction Type /ls ooc)� Lot Size Grandfathered: -dYes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family Cad Two Family ❑ Multi-Family (# units) Age of Existing Structure Historic House: ❑Yes ❑ No On Old King's Highway: ❑Yes &1 o Basement Type: O/ull ❑ Crawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) OD Number of Baths: Full: existing newtnew 3 Half: existing new Number of Bedrooms: c2 existing Total Room Count (not including baths): existing new First Floor Room Count Heat Type and Fuel: 3/Gas ❑ Oil ❑ Electric ❑ Other Central Air: 3Yes ❑ No : Fireplaces: Existing New ✓ Existing wood/coal stove: ❑Yes ❑ No Detached garage: ❑ existing 0 new size—Pool: ❑ existing ❑ new size _ Barn: ❑ existing ❑ new size_ Attached garage: ❑existing d new size _Shed: ❑ existing ❑ new size _ Other: Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ td; t Commercial ❑Yes ❑ No If yes, site plan review# - Q Current Use Proposed Use n . rn APPLICANT INFORMATION CY (BUILDER OR HOMEOWNER) : n Name _ wake,6 Ly, l � LA16=9. Telephone Number Ac tress 9.3�_Y_, A Se h;-_O� 00 byti _Y License # Home Improvement Contractor# M 113 Worker's Compensation # ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO SIGNATURE DATE /y n FOR OFFICIAL USE ONLY APPLICATION# DATE ISSUED MAP/PARCEL N0. F ADDRESS VILLAGE OWNER '!DATE OF INSPECTION: J Nos iu .� ®3/06�0 9.t IN�� FOUNDATION &,,rob, pX /lZ oLo_,?A ck AA.Ai, 3G FRAME 8s*9Y� Ioie INSULATION ,FV(jj 4G et3►��a1�.li FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL GAS: ROUGH FINAL i FINAL BUILDING *,K J /<.s KWcC ' cam- . , £�g �hcr. ��Qs. , • t DATE CLOSED.OUT ASSOCIATION PLAN NO. �THE r. Town of Barnstable Regulatory Services V Y ; ' RASiM3TA�L.£, ,,�;�• . Thomas F. Geiler, Director "ran ;►,`0� Building Division Thomas Perry, CBO,Building Commissioner 200 Main Street, Hyannis,MA 02601 www:town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 PLAN RE'VEEW Owner: S w A- t W Map/Parcel: D?z Project Address 30 Builder: 4�01F/M p'/e/c The following items were noted on reviewing: D 0 GN�N-t/ON i!/C�l�t_ 19O Ci s tit�i✓ 3� //V C�i¢iLE r • Reviewed by: Dater _ Q:Forms:Plnrvw i ' The Commonwealth ofMassachusetis Department of Industrial,4ccidents Office of Investigations z � . 600 Washington Street Boston,MA 02111' www.mass.gov/dia ' Workers'Compensation Insrir2nce Affidavit: Builders/Contractors/Ele.ctrician.s/Plumbers Applicant Information Please Print Legibly Name(Business/organization/hdividual): ev�•d City/State/Zip: ,5%�_T__+� a�s63 Phone.#: !M SSA Velo an employer? Check the appropriate box: :Type project(required):. 1m a employer with 4. ❑ I am a general contractor and I 6 [ New construction . employees (full and/or part-time) * have hired the sub-contractors listed on the-attached sheet. 7. ❑Remodeling 2;❑ I am a'sole proprietor or partner= . These sub-contractors have ship and have no employees 8. ❑Demolition employees and have workers' working for me in any capacity, 9. ❑Building addition [No workers' comp,insurance comp. insurance.$' 5. ❑ We are a corporation and its 10.❑Electrical repairs or additions required.] officers have exercised their 11.(]Plumbing repairs or additions '3.❑ I am a homeowner doing till-work myself.(No workers'comp. right of exemption per MGL 12,0 Roof repairs insurance.required.]-t c. 152,'§1(4), and we have no 13.❑ Other employees. [No workers' comp,insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workcrs'compensation policy information. f Homeowners,who'subruit this affidavit indicating they are doing all work and then hire outside contractors must submit anew affidavit indicating such. . tContraetors that'check this box must attached an additional sheet showing the name of the Sub-contractors and state whether or-not those entities have employees. rfthe sub-contractors have employees,thaymust providb their workers'comp.policy number. X ani an employer that is providing workers'compensation insurance far my employees. Below is the policy and job site* information. Insurance Company Name: Ci� t�� )v� ki r rz -lam \0 • a — Policy#or Self-ins.Lic. #: LJL' ' 1' 6 7 ' 77 Expiration Date: Ma • lob Site Address:�� ! �kQ Ae/ QaZ� City/StateJZip: /'�ie� •�.:(�s �b 4� Attach a copy of the workers' compensation policy declaration page'(showing the policy number and expiration date). Failure•to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to $1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK,ORDER and a tine of up to$250.00 a day against thq violator.-Be advised that a copy of this statement may be forwarded to to-Office of investi ations of the IIA for insurance coverage verification, Iia ereby certi u der the pa' •and penalties ofperjury that the Information provided above is true and correct. 00 Date: `j _ ure: Phone#: . Official use only. Do not write in this area, to be completed by.city or town official. City. or Town: ' .Permit/License# Issuing Authority(circle one); 1.Board of Health 2.Building Department 3, City/Town Clerk 4.EIectrical Inspector 5,Plumbing Inspector 6. Other Contact Person: _• Phone#: ENERGY CONSERVATION APPLICATION FORM FOR ENERGY EFFICICIENCY FOR ONE- AND TWO-FAMILY DETACHED RESIDENTIAL CONSTRUCTION (780 CMR 661.00) Applicant Name: f�_( Site.Address: � q lt�Aed' ro Z prim Town: Applicant Phone: Applicant Signature: Date of Application: NEW CONSTRUCTION: choose ONE of the following two options) 780 CMR TABLE 6107.1 PRESCRIPTIVE ENVELOPE COMPONENT CRITERIA FOR NEW ONE- AND TWO-FAMILY BUILDINGS MAXIMUM MINIMUM Ceiling or Slab Option 1: Basement Fenestration exposed Wall Floor Perimeter U-factor floors R-Value R-Value Wall R-Value AFUE HSPF SEER R-Value R-Value and Depth National Appliance Energy .35 R-3 8 R-19 R-19 R-10 R-10, Conservation Act(NAECA)of 4 ft. 1987 as amended,minimums or _greater as applicable Note: This form is not required if you choose either of the two versions of REScheck as listed below. ❑ Option 2: REScheck Version 4.1.2 or later variant software analysis must be completed (780 CMR 6107.3.2 REScheck—Web which can be accessed at http://www.energ cy odes.gov/reschecic/ . ADDITIONS .OR`ALTERATIO.NS TO EXISTING BUILDINGS.OVER:5 YEARS OLD* *Buildings under 5 years old must use option#1 or#2 in New Construction section above. Complete the following formula to determine the % of glazing: (a) Gross Wall & Ceiling Area equals Formula: (100 x b _ a) SF 100 x — _ % of glazing (b) Glazing area equals SF b a If glazing is:<_40% use the chart below. If glazing is > 40.% proceedto "SUNROOM" section 780 CMR TABLE 6101.3 PRESCRIPTIVE ENVELOPE COMPONENT CRITERIA ADDITIONS TO EXISTING LOW-RISE RESIDENTIAL BUILDINGS .MAXIMUM MINIMUM ❑ Fenestration Ceiling and .Wall Floor Basement Wall Slab Perimeter U-factor Exposed floors R-Value R-value R-Value R-Value R-Value and Depth .39 R-37 a R-13 R-19 R-10 R-10, 4 feet a R-30 ceiling insulation may be used in place of R-37 if the insulation achieves the full R-value over the entire ceiling area(i.e. not compressed over exterior walls, and including any access openings). SUNROOM-An addition or alteration to.an existing building/dwelling unit where the total El glazing area of said addition exceeds 40% of the combined gross wall and ceiling area of the addition. Note: Owner to fill out Consumer Information Form (found in Appendix 120.P) AWC Grride to,1.1%o(I Co11.S•t1'6rCti011 in High 1Yind Ar'errs: J10 rrrp/r 1'Viird Zone Massachusetts•Cheddist foi- Coni'hawe (780 e),rra 530l.:2.I.I)' Check Compliance 1.1 SCOPE WindSpeed (3-sec. gust)...:.............................................................. ..:............................................. 110 mph WindExposure Category...................:.............................................. .............................................................B Wind Exposure Category................Engineering Required For Entire Project ....................................;..0 1.2 APPLICABILITY ✓. Number of Stories(a roof which exceeds 8 in 12 slope shall be considered a story)_�2 stories s 2 stories . . Fi 2 Roof Pitch ....... ( 9 ) ............................................1� ft 123 2 (Fig 2 ft 5 33' Mean Roof Height .................... ............................................( 9 ).........•..................•................... (Fig 3 .....•......................QL ft 5 80' BuildingWidth, W ...................•.......................•.............:.....( 9 )..................... BuildingLength, L .............. ...............................................(Fig 3)....:............................................ ft 5 80' Building Aspect Ratio(UW) .......... .....:.............................(Fig 4)................................................. t•�s 3:1 .. Nominal Height'of Tallest Opening ...................................(Fig 4)................................................ / ,f5 6'8" 1.3 FRAMING CONNECTIONS General compliance with framing connections....................(Table 2).....:......................................................... 2.1 FOUNDATION / Foundation Walls meeting requirements of 780 CMR 5404.1 ✓ Concrete..............................•............................................................................................... _7V* ConcreteMasonry ....:............................................................... ................................................:.............. 2.2 ANCHORAGE TO FOUNDATION I-3. 5/8"Anchor Bolts imbedded or 5/8"Proprietary Mechanical Anchors as an alternative in concrete only�� Bolt Spacing-general ....•:..................................:.(Table 4).........:..................................... Bolt Spacing from end/joint of plate .........................:...(Fig 5).................................... _in. s 6"- 12" Bolt Embedment-concrete.........................................(Fig 5)....... .................,.............:............ in. >_ 7" Bolt Embedment-mason ........(Fig 5 ............r................................ in. >- 15" �✓ ' PlateWasher.................................................................(Fig 5)..............................................> 3.1 FLOORS Floor framing member spans checked ........•.......................(per 780 CMR Chapter 55)...............................:... Maximum Floor Opening Dimension....:..............................(Fig 6).:..... ..:. ......,..............................14 ft 5 12' ✓ Full Height Wall Studs at Floor Openings less than'2'from Exterior Wall (Fig 6)................:....................... -� M8ximum.kloor Joist Setbacks (r�,ft d Supporting Loadbearing Walls or Shearwall................(Fig 7)..................:.....•....................... s -Maximum Cantilevered Floor Joists Supporting Loadbearing Walls*pr Shearwall................(Fig 8)..:.................................................. ft 5 d . Floor.Bracing at Enclwalls....................................................(Fig 9)................. ................:.... .. ✓ Floor Sheathing Type ..:........................I............................(per 780 CMR Chapter 55)..1A...............:.. ....... : r✓ Floor Sheathing Thickness .................................................(per 780 CMR Chapter 55)....................... Floor Sheathing Fastening.............:....................................(Table 2).._ ,, d nails at in edge% in field Sec PL A (W4 e01, 4.1 WALLS Wall Height Loadbearing walls........................................................(Fig 10 and Table 5)...........................�ft 510, ✓ Non-Loadbearing.walls ............:...................................(Fig 10 and Table 5)........•...................1-b-ft s 20' Wall Stud Spacing ..........:..................:...............:......... .(Fig 10 and fable 5)................... in.s 24".o.c. 7&8 Wall StoryOffsets (Figs )............ ............................... ft s d 4.2 EXTERIOR-WALLS f Wood Studs . Loadbearing walls.............:............:.............................(Table 5)................................2x - ftC) in. Non-Loadbearing walls ................................:...:......:......(Table 5)...............:..............2x - ft_.J�in. —ice Gable End Wall Bracing Fuil Height Endwall Studs..........:.....:...........................(Fig 10).......... ..................I...............�.....�/. . WSP.Attic Floor Length........::....................................:'(Fig 11)............................................. ft z 3 'Gypsum Ceiling Length if WSP not used ft 0.9W L1SA4 I . 9 (� used), (Fig 11).................:.......................... and 2.x 4.Continuous Lateral Brace.@ 6 ft. o.c. .. (Fig 11).:.................................................:......... or 1 x 3 ceiling furring strips @ 16"spacing min. with 2 x 4 blocking @ 4 ft. spacing in end joist or truss bays rbiPe Double Top Plate Splice Length .................:......:............:.................(Fig 13 and Table 6)..... .....,...,. ................ ��ft t✓ ✓ AwC Guide to FI%orl Constrttctiort in. Hi,41h 1,Vind Ai-eas: 110 tithlt Wiml Zone 1Vf'aSSiqCIjIISettS Cl1eCk-liSt f'ol- C0mpfi2',171Ce (780 0)IIrz 5301.2.1.1)' Loadbearing Wall Connections Lateral (no. of 16d common nails).......................'.........(Tables 7)..................................................... 'Non-Loadbearing Wall Connections see pN0 C A q 104 110-D Lateral(no. of 16d common nails)................................(Table 8)....................................................... J� Load Bearing Wall Openings (record largest opening but check all openings for compliance to Table 9) Header Spans ........................................................(Table 9).....................................L ft�A in. s 11' Lam' Sill Plate Spans (Table 9)..................................�ft �in. 5 11' ✓. ......................................................... Full Height Studs (no. of studs).............:......................(Table 9)................................................;...... Non-Load Bearing Wall Openings (record largest.opening but check all openings for compliance to Table 9) HeaderSpans.............................................................(Table 9).................................. 6 ft A in. 5 12' Sill Plate Spans.... ................I......................................(Table 9).............................,....�ft in. s 12" Full Height Studs (no. of studs)....................................(Table 9)....................................................... .42- Exterior Wall Sheathing to Resist Uplift and Shear Simultaneously4 Minimum Building Dimension, W Nominal Height of Tallest Opening2 ............................................................................ (,ems 6'8" ✓ SheathingType..............................................(note 4).................:......... .......................... /a See Edge Nail Spacing.........................................(Table 10 or note 4 if less)........................ in. ✓ 0 r4 O� Field Nail Spacing...........................:..............(Table 10).......:.......................................... in. 1� Shear Connection (no. of 16d common nails)(Table 10).............:......................................... Percent Full-Height Sheathing...................:...(Table 10)...................................................( % 5%Additional Sheathing for Wall with Opening > 6'8"(Design Concepts)..............:..... Maximum Building Dimension, L Nominal Height of Tallest Opening2........................................................................._s 6'8" .�-- p�,� Sheathing Type..............................................(note 4)....:................................................ ✓ 1 Edge Nail Spacing....................:.................. .(Table 11 or note 4 if less)........................ in. - j p Field Nail Spacing.......................................:..(Table C 11)................,.............................:.: in.Shear Connection (no.of 16d common nails)(Table 11)....................................................... Percent Full-Height Sheathing.......:.........:.:....(Table 11).......:........................ 5%Additional Sheathing for Wall with'Opening> 6'8" (Design Concepts).:.................. hP Wall Cladding Ratedfor Wind Speed?.....................................:......................... ............................................................... 5A ROOFS Roof framing member spans checked?........................(For Rafters use AWC Span Tool, see BBRS Website) Roof Overhang .:.................................................(Figure 19) ................. ft s smaller of 2''or L/3 - Truss or Rafter Connections at Loadbearing Walls Proprietary Connectors Uplift.:..............................................(Table 12)......:.................I.....................U=Q3V plf. r Lateral..............................................(Table 12)..............................................L=J.'24 plf Shear.........................................'......(Table 12).........:.........................:........S= Plf Ridge Strap Connections, if collar ties not used per page 21... (Table 13)...............................T=JI_Z plf Gable Rake Outlooker..........................................(Figure 20) ............. ft s smaller of 2'or L/2 _ Truss or Rafter Connections at Non-Loadbearing Walls Proprietary Connectors ........................ Table 14 ............................................U= S lb. �✓ . Uplift........................ ( ) Lateral (no. of 16d common nails)...(Table 14).........:..............................L=./10 Ib. Roof Sheathing Type.......:........:.:......'.......:..................(per 780 CMR Chapters 58 ay 59) ............ ✓ Roof Sheathing Thickness.....................................:..... ............................................. hLin. z 7/16"WSP .i Roof Sheathing Fastening............................................(Table 2)..................... ....A............................_ Notes: cue l Y.r, 619 A 10 I. This checklist shall be met in its entirety, excluding the specific exception noted in 2, to comply with the requirements of 780 CMR.5301.2.1.1 Item 1. If the checklist is met in its entirety then the following metal straps and hold downs are.not. required per the WFCM 110 mph Guide: a. Steel Straps per Figure 5• b. 20 Gage Straps per Figure.11 c. Uplift Straps per Figure 14 d. All Straps per Figure 17 e. Corner Stud Hold.Downs per Figure 18a and Figure 18b 2. Exception: Opening heights of up to 8 ft. shall be permitted when 5% is added to the percent full-height sheathing requirements shown in Tables 10 and 11. 3. The bottom sill plate in exterior walls shall be a minimum 2 in. nominal thickness pressure treated#2-gr6de. • • � � it A 1YC Grr.irle to hl'oorl Construction r.'n Ili Ir YYirzrl;(r eaa: .I YO r,cp/r 1'1"ir7rl Zone Massachusetts Cheddist f0f C10111p1i2nce (7180 C'1111Z s}01.2_1:1)' 4 a. From Tables 10 and 11 and location of wall sheathing and Building Aspect Ratio, determine Percent Full-Height Sheathing and Nail Spacing requirements b. Wood Structural Panels shall be minimum thickness of 7/16" and be installed as follows: i. Panels shall be installed with strength axis parallel to studs. ii: All horizontal joints shall occur over and be nailed to framing. On single story construction, panels shall be attached to bottom plates and top member of the double top plate. iv. On two story construction, upper panels shall be attached to the top member of the upper double top. plate and to band joist at bottom of panel. Upper attachment of lower panel shall be made to.band joist and lower attachment made to lowest plate at first floor framing. v. Horizontal nail spacing at double top plates, band joists, and girders shall be a double row of 8d staggered at 3 inches on center per figures below: Vertical and Horizontal Nailing for Panel Attachment 5. Glazing protection: a)new house or horizontal addition—required if project is 1 mile or closer to shore (generally, south of Rte. 28 or north of Rte. 6) b)vertical addition=not required unless there is extensive renovation to the first floor c) replacement windows—needs energy conservation compliance only(chap 93). 6. Wood Frame Construction Manual (WFCM)for 110 MPH, Exposure B may be obtained from the American Wood Council (AWC)website. WHEN THIS EDGE RESTS ON FRAMING USE&J NAILS AT 6 b.c. 11 1; 11 1 11 ;1 ' I I I I •. .. I 1 .L L� O l xd , 11 11 {V 1 1 1 : 1 11 11 r I O rt 1"1 Q 1 1 Z J !1 It ' r J d 1 1 1 10It it V ! 1 11 ri rn' W FRAMING MEMBERS I l l Ip I.l ' I I EDGUP ERlTERMEDIA7E 1 r! 1 it 1 1 I � , I Ld - -�{ 31MR STAGGERED NAIAILSPAGM i ' NAIL PATTERN � PANEL PANEL_ PANEL EDGE Z' DOUBLE NAIL EDGE SPAC NG DETAL See Detail on'Next Page Detail Vertical and Horizontal Nailing Vertical and Horizontal Nailing for Panel Attachment for Panel Attachment Affidavit of Substantial Financial Interest I, of �d� e�cs-y K l� c.,� on oath depose and state as follows:. 1. .1 am an applicant for a building permit for the property located at Map , Parcel 60\-001 . The address of the property is ,3Ep, lJL,,�z, V%U* J_rsA,,,4s vcl/s 2. 1 have % legal or equitable interest in the real property which is the subject of the building permit application which is identified in paragraph 1 .above. 3. Within in the last twelve months from today's date, which is the following individuals or entities have had a 1% or greater legal or equitable interest in the real property which is the subject of the building permit application which is identified in paragraph 1 above: Name Address rp . pa 3 4. Within the last twelve months, from today's date, which is��, I have had a 1% or greater'legal or equitable interest in the following properties which have been the subject of a building permit application: Map/Parcel Address 5. Within this calendar year, I have submitted building permit applications-for property in which I have a 1% or greater legal or equitable interest. 6. Within the last ten days, I have submitted /O building permit applications for property in which I have a 1% or greater legal or equitable interest. 7. With.in this month, ( have submitted 0 building permit applications for property in . which I have a 1% legal orequitable interest. 8. Within.this month, I have received d building permits for property in which I have a. 1% legal or equitable interest. Signed under the pains and penalties of perjury, this _ day of , 200_. 2001-00501affin 1 °FTHE rOwti Town of Barnstable . egulatorySery R ices tsa KAM. Thomas F.Geiler,Director rFo,,,o�A Building Division Tom Perry,Building Commissioner 200 Main Street, Hyannis, MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 Property Owner Must Complete and Sign This Section If Using.A Builder as Owner of the subjec property I' w hereby authorize � C0 to act n my behalf, in all matters relative to Jork authorized by this building p t application for: (Address of Job) Signature of Owner Date Print Name If Property Owner is applying for permit please.complete the .Homeowners License Exemption Form on the reverse side. � n•vnonrc•nU/1.i>;pvFt?ndLCCinN Town of Barnstable °p SHE Regulatory Services BARNSrABLE, Thomas F. Geiler,Director MASS. 1639. Building Division �TED 1'1Ar a Tom Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 ,A,ww.toA,n.barnstable.ma.us Office: 508-862-4038 Fax: 508=790-6230 . HOMEOWNER LICENSE EXEMPTION Please Print DATE: JOB LOCATION: number street village "HOMEOWNER": name home phone# work phone# CURRENT MAILING ADDRESS: city/town state zip code The current exemption for"homeowners"was.extended to include owner-occupied dwellings of six units or less and to allow homeowners to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor. DEFINITION OF HOMEOWNER Person(s)Who owns a parcel of land on which he/she resides or intends to reside, on which there is, or is intended to be, a one or two-family dwelling, attached or detached structures accessory to such use and/or farm structures. A person who constructs more than one home in a two-year period shall not be considered a homeowner, Such "homeowner"shall submit to the Building Official on a form acceptable to the Building Official, that he/she shall be responsible for all such work performed under the building permit. (Section 109.1:1), The undersigned"homeowner"assumes responsibility for compliance.with the State Building Code and other applicable codes, bylaws, rules and regulations. The undersigned"homeowner"certifies that he/she understands the Town of Barnstable Building Department minimum inspection procedures and requirements and that he/she will comply with said procedures and requirements. Signature of Homeowner Approval of Building Official Note: Three-family dwellings containing 35,000 cubic feet or larger will be required to comply with the State Building Code Section 127.0 Construction Control. HOMEOWNER'S EXEMPTION The Code states that: "Any homeowner performing work for which a building permit is required shall be exempt from the provisions of this section(Section 100.1.1 -Licensing of construction Supervisors);provided that if the homeowner engages a person(s)for hire to do such work,that such Homeowner shall act.as supervisor." Many homeowners who.use this exemption are unaware that they are assuming the responsibilities of a supervisor(see Appendix Q, Rules&Regulations for Licensing Construction Supervisors,Section 2.15) This lack of awareness often results in serious problems,particularly when the homeowner hires unlicensed persons. In this case,our Board cannot proceed against the unlicensed person as it would with a licensed Supervisor. The homeowner acting as Supervisor is ultimately responsible. To ensure that the homeowner is fully aware of his/her.responsibilities,many communities require,as part of the permit application, that the homeowner certify that he/she understands the responsibilities of a Supervisor. On the last page.of this issue is a form currently used by. several towns. You may care t amend.and adopt such a form/certification for use in your community. (lfnrmc•h..mrvvrmnt , I n LAW 0I'4-I0E(S 01" PAUL R. TARDIF, ESQ. 490\dAIN ST'RI_,I;I' YARIMOUTI-1 PORT,MA 02675 (508)362-7799 (508)362-7199 Fax ptardif a,tardiflaw.com www.tardiflaw.com REFER TO FILE NO. September 9, 2008 Thomas Perry Barnstable Building Commissioner 200 Main Street Hyannis, MA 02601 Re: 369 Wheeler Road, Marstons Mills, MA Dear Mr. Perry: Please be advised that this office represents Ann D. Swaim, the record title owner of the property located at 369 Wheeler Road, Marstons Mills,Massachusetts (the "Property"). My client has asked me to inquire with your office as to whether the Property would be capable of being improved with a single family residence. The Property is shown on Barnstable Tax Assessor's Map 82, Parcel .1, and is unimproved at this time. The Property contains approximately 1.09 acres, and has approximately 70 feet of frontage on Wheeler Road. The Property lies in the RF and the Resource Protection Overlay District. This lot is shown as Lot 1 on a plan of land entitled "Plan of Land in Barnstable Marstons Mills, Mass. for Helen Morgan et al., Scale 1"=40', August 6, 1981" recorded in the Barnstable County Registry of Deeds in Plan Book 359, Page 70, a copy of which is attached hereto. The RF Zoning District currently requires that a building lot have at least 43,560 square feet of area, unless the property is located in the Resource Protection Overlay District, in which case the area must be a minimum of 87,120 square feet. As you know, this 2-acre minimum in the RPOD was added to your Ordinance in October of 2000. Section 240-91 of Barnstable's Ordinance, entitled "Nonconforming Lot", states in pertinent part as follows: G. (1) Any increase in area, frontage, width, yard or depth requirements of the Resource Protection Overlay District shall not apply to u lot for single or two family residential use which immediately prior to November 16, 2000 either: A. conformed to the applicable bulk requirements of this Chapter immediately prior to November 11, 2000 or B. immediately prior to (on the effective date of this ordinance) was protected from the applicable bulk requirements of this subsection by the provisions of Section 204-91A, B, C, D or E of this chapter. (2) This protection afforded by this paragraph shall be permanent. This section was added by I I. yes vote of the Town Council on Oct. 26, 2000 which became effective 30 days after said vote). It is clear from this language that the Property is a buildable lot. First, the lot contains approximately 47,480 square feet, which is more than sufficient lot area under the ordinance. Remember that the increase lot area requirement went into effect in November of 2000, and that section 240-91(G) recited above exempts the lot from the increased area requirement for the reason that the Property conformed to the applicable bulk requirements of the Zoning Ordinance immediately prior to that date. There is a Variance granted by the Barnstable Zoning Board.of Appeals for the lack of adequate frontage, a copy of which is attached to this letter, and which is also noted on the plan recited above. In all ways, this lot is buildable, subject to the approval of your office of building plans which demonstrate compliance with the applicable set back and height requirements. There is no need to address the criteria of the single lot exception as the lot itself is conforming under current zoning, other than for frontage and the RPOD requirement. I hope that you have sufficient information with which to reply to this request. If you are in need of additional documents, please do not hesitate to contact me and they will be delivered u. I thank you in advance for your time and attention to this matter. Ve y Tr Yours, Ta dif �29861 Bk 22037 Ps122 05-18-2007 a1 02= 110 QUITCLAIM DEED We, PAUL J. SULLIVAN and BARBARA J. MURPHY, of Great Barrington, Massachusetts (the"Grantors"), For consideration paid of Five Hundred Fifty-eight Thousand ($558,000.00) Dollars, Grant to ANN D. SWAIM, of 5 Nauset Street, Sandwich, Massachusetts 02563 (the"Grantee") With Quitclaim Covenants, A certain parcel of:vacant.land situated on Wheeler Road in the Village of Marstons Mills in the town and county of Barnstable shown as LOT 1 on a plan entitled "Plan of Land in Barnstable Marstons Mills Massachusetts. For Helen Morgan et al" dated August 6, 1981, recorded in Plan Book 359, Page 7, and being more particularly bounded and described as follows: SOUTHERLY by Wheeler Road, a private way, by two curves q total distance of seventy and 33/100(70.33)feet; SOUTHWESTERLY by Lot 2 on said plan by two courses-measuring two hundred twenty- three and 51/100 (223.51)feet and one hundred ninety-eight (198) feet, more or less; NORTHWESTERLY by Mystic Lake,"about one hundred seventy-two (172)feet; NORTHEASTERLY'by land now or formerly of Arthur and Marilyn Kwiatkowski, four hundred nine (409)feet. CONTAINING 1.09 acres more or less. Said premises are conveyed subject to and with the benefit of the rights and easement set forth in the deed to the Grantors recorded in Book 20028, Page 196 to which deed reference may also be had for title. PROPERTY ADDRESS: 369 WHEELER ROAD, MARSTONS MILLS MA 02648 WITNESS our hands and seals this day of , 2007. s 'Paul J ivan arbara J. Murph . COMMONWEALTH OF MASSACHUSETTS County of &APS;I Aa f- On this day of , 2007, before me, the undersigned notary public, personally appeared PAUL J. SULLIVAN and BARBARA J. MURPHY, as afore aid, and proved to me through satisfactory evidence of identification, which was a [ [ ] passport, or [ ] personally known to me, to be the person whose name is signed on the preceding or attached document, and acknowledged to me that they signed it voluntarily for its stated purpose. Notary Public My commission expires: lQk BERNARD T KILROY Notary Public Commonwealth of Massachusetts My commission Expires April 18,2008 I 2 1����{� Fkq,M36rr11i(:;#lic�p, I RHSIA ►-��N OF BARNSTABLE 03352 t [lEC 26 AAA 19 Board of Appeals ' 'RQ Helen F. Morgan 6 Barbara M. Williamson Deed duly recorded in the Property Owner County Registry of Deeds in Book same as above t Petitioner Page t1lZ Registry ` District of the Land Court Certificate No. Book Page Appeal No. 7980-80 MrPmhPr 29 1980 ' �Fetrrs,,,aaa�"Dsasol!��y� �. Petitioner R F._Noma, off_filed petition on October 27 19 8o , requesting a variance-permit for premises a� IThPn)Pr Read )bUNWin the village ofMarstons Mills adjoining premises of ttached list) for the purpose of IZ r{a _ Parish lnh hay{.�lPac Phan rPmri rail frnn*n.,P hnh ..t-i.nrerir.e , n,.F.•,,,{fin e.{�h n.lAg Locus is presently zoned i requirements, Notice of this hearing was given by mail, postage prepaid, to all persons deemed affected and Barnstable Patriot B by publishing in Cape Cod Hews newspaper published in Town of Barnstable a copy of which is attached to the record of these proceedings filed with Town Clerk. A public hearing by the Board of Appeals of the Town of Barnstable was held at the Town Office Building, Hyannis, Mass., at .; XW. P.M. Hovemh r 20 19 80, upon said petition under zoning by-laws. Present at the hearing were the following members: Richard-. Roy. C it Hi ht ng�Ze R_eorgP T- yi _ Chairman j f i I DOOK32' 6PME 227 At the conclusion of the hearing,.the Board took said petition under advisement. A v w of the Icctiq was had by the.Hoard. . Appeal No 1980-80 Pare 2_ of Z— 0n Npvpmhor 96 .19-M--,The Board of Appeals found Atty. Theodore Schilling represented the petitioners who.are the.owners of Property at 371 Wheeler.Rd., Marstons Mills in a residence F zoning district. The applicants are seeking a variance to allow the subdivision of their lot into two lots which would have less than the required 150 ft. frontage on Wheeler Rd. These lots front on a cul-de-sac and have the required one-acre in square feet of area. The''property was purchased in*January of 1961.and ib subject to conditions, one of which is that no more than two single=family dwellings be constructed on this Parcel- This restriction was imposed for a 50-year period and remains in force. A dwelling exists on one lot and the petitioners propose to construct a dwelling on the second lot. This parcel of land is on a peninsula and the placement of the existing house was with the anticipation that the land could be subdivided. The shape of the lot on a cut-de-sac creates its uniqueness to the zoning district and In turn, compliance with Sec. Io of Chapter 40A., M.C.L. The petitioners seek relief only from frontage requirements. No one spoke in favor of or in objection to the petition and the Board took the matter under advisement. The Board voted unanimously to grant the petitioners relief from frontage requirements on two lots which have adequate square foot area as shown on the plan submitted with the filing. The Board found that this minimal relief from zoning requirements would not be detrimental to the neighborhood nor in derogation of the spirit and intent of the zoning by-laws. This parcel of land complies with the requirements of Sec. 10 of Chapter 40A., M.;.L. and the town of Barnstable by-laws due to its shape. The variance is granted in accordance with the plan submitted and cited as follows: "Plan of Proposed Division in Barnstable, Mass. for Helen P. Morgan et al - dated June 13, 1980, Baxter 5 Nye Inc. Reqistered Land Survevors, osterville, MA". I i 1 l `_/:;r ...J 17 s'r• Clerk of the Town of Barnstable, ltarnstable County, Massachusetts, hereby certify'that twenty-one'($1) days have elapxcd since the Board of Appeals rendered its decision in�tfie_aGeee]entitled pr4ition and that no appeal of said decision has been filed in the office of Signed and Sealed this g �r-diBft�mr 19 �L _ under the pains and penalties of.perjury. 'rp�y7 •.:+�`•t' 1�11�.. qq'j.1 �'��rf.��ly... .,.��•�`. ..•IAA:' � Distribution:— ,• �; G+< �a�e _ Property Owner Town Clerk ]3oanl of Appeals ��- r"FF Persons i y Town of Barnstable Persons interested y.•-�qr•-•..'�'., Building inspector Public Information fly_._. p•� Board of Appeals Chairman �/ I V= No::_ 189034 Bond No:002194 • ' UNITED CASUALTY AND-SURET4NSURANC PANY - _- 11 ME BOSTON,MASSACHUSETTS=- _ _WIN _ = = ;Princlpal: Wolfemalk=Consntctton Ine POWER OF ATTORNEY— 23 Jan Sebastian D e Umt 3 Sandwich,MA 02563AM MAR Amu k — — IDVOALL MEN THESE PRESENTS MIN That UNITED CASUALTY AND SURETY INSURANCE Oblget Town of Barnstable COMPANY,a corporation of the State oL assachusetts,does hereby 367 Maui Street — yI = — — Hyanms—MA=0260-1= = 1 make,constitute and appoint = _ — ` 'ff ' Todd S.Carrigan of Boston=Masses s= '1 = its true and lawful Attorney-in-Fact,with full power and authority,for Var behalf of=the.Com an as sure[ to>execute and deliver and= ffe-tiVgfate: _= P Y Y _ _ __ _ September,11, 2.008 af€rx the seal of the Company thereto, if a seal is required, bond. = _- _ = un>_kings recognizances; consents'of surety�or other` written= obligations-in the=nature thereof;as follows: --Coritradt Amount: N/A I, Any and all bonds, undertakings=recognizanceconsents of�urety or other, P written obligations in the,nature ereof= M. Sip _ = _ — th _ ' and to bind UNITED'CASUA! SDRETY�I URANCE Bond'Alnount: =$5,000_00= COMPANY; thereby, and all of=the a� said Attorney-in-Fact = = pursuant to these presents,are hereby ratified and confirmed.MY This power of artornny is signed and sealed by facsimile under and by Authority ofth�followmesolutions'adopted by the Board;of Directors of- U IITff D GASU9i Y AND SURETY;INSURANCE COMPANY at a meeun data called anzl_hh Zl on the 1'st day of July 1993 which Resolutions nre-- now rn full%rce and effect: _ — 1 Resolved that the President freasr Secretary beand they;are,hereby authorized and empowered to appoint Attornen-EacYof theompany,in its l naroe;and as its, to execute an ic--acknowledge�erand on its behalf;as Surety any and all bonds,recogmzances eontraets ofs ndemnity wai�eis of citation; land all other,wnungs ffiroryy-n Ib�nOM therewith powerlto,'attach thereto the'seal of,the Company AriFtch writings so executed by such Attorneys-in-Fact shall bh iNiriM the Gompanp ,f they had+been'duly executed and acknowledged by the.r'egularly_elected ODO cers of a Company in `their own proper persons- =T 9wer of attmmey is signed and sealed by facsimile under and by thq%utho�t the folly g Resolution.,adopted by the Board of Directorsof = T 11 END WS�AND SURETY INSURANCE COMPANY aft mee0-g djuffly called and1ft1d on the 1st day of July; 1993: == = Itiat thcs>g_aature of any officer authoriz4by Resolutions of this Board and ie CumpeaLmal tie affixed by facsimile to'any Rower of attorney or speet powerof ttorney or certification of either given for the execution of as y bond,andmg ak an}=s recognizance or other written obligation in the nature thereof;such= signature and seal,when so used being hereby adopted by the Company as the original signature of such officer and the original seal of the Company,to be valid and binding upon the Company witl€the sanigforce=and effect as,though manually i = =- — i WE sw 1N WITNESS WHEREOF= NITED=CA�LtA-AWND URETY INSURANCE,COMPANY has caused these�esentsto be stgned_l y its proper officer and its corporate seal to=b �rereu_ntaaf}ixed thts_28f}�day of May 2008. UNITED CASUALTY AND_SURETY ISURANC�_-OMPANY ME wl= ME Timothy M.Carrigan,Treasurer State of Massachusetts,County of SuffoA SM _WAY W ME MR } On this 28th day of May m[heyear2`Q�_8_hWeIrri personally camelT m"thy Iv1.,Carrigan tome known, o beW b �d y om;did depose and say that he resides in the State of Mas,husetts;th5 he is the Treasurer of UNITED CASUALTY AND STjRETY INSURXN-CE-COMPANY,the `r c gyration ddesgibed herein which executed the above instrument;thathe signedktis name-thereto by the above quoted authority;that he knows the seal = of ari eorporatron mat said seal affixed to said instrument is such corpocKffsew a that t yas so-affixed by'authority,;of his office under'the by thus_=C a = _= _ Il ! lThoff as P Ea11 an-Jr rotary Public My commission''expir'es December L-20�1 = y _- t I 'Tin-iothy M. Carrigan TM,surers IT D CASCff LTY AND SURETY INSURANCE COMPAN=cer6 y[_tat theforeooing power,of attorney,and the above quoted Re�olutior►rof the Boarder Directors of July l; 1993 have,not been abridgedevokd are-noin full force and effect. _ ed and seal t Boston.Massachusetts;this =dam September, 20 08 = -mothhhhhh vl �m-an.Treasurer G 09/10/2008 09:47 FAX 15084290099 Risk Strategies - Heidi 16 0011001 Awn,. CERTIFICATE OF LIABILITY INSURANCE 9Ao�'zooe' PRODUCER (781)986-4400 FAX: (-781)963-4420 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Risk Strategies Company ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 400 North Main Strain ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW, Randolph MA 02368 INSURERS AFFORDING COVERAGE NAIC M INSURED INSURER A'Tnsurance Cc Ft to of PA 19429 Wolfemark Construction Company, IN6URER8: 23 Jan Sebastian Drive INSURERC: Unit #3 INSURER D: Sandwich MA 02563 INSURERE: ES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES, H MAY HAVE 8 4 REDUCED BY PAID CLAIMS.MGMDyl TYPE OF INSURANCE POLICY NUMBER POALTE MMIO�NY POLICY 08F MMIDp� LIMITS GENERAL LIABILITY EACH r.URRFNCF R COMMERCIAL GENERAL LIABILITY DDAAMIAGE TO RENTEDPRE ISES Me omrignoel s CLAIMS MADE 0 OCCUR M XP(Anv one cersonI 9 PERSONAL 8 ADV iNjuRY S DATE i GEN'L AGGREGATE LIMIT APPLIES PER: -PRODUCTS IOP AGO a P - LOC ' AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT ANY AUTO (Ee eeddenl) S ALL OWNED AUTOS BODILY INJURY SCHEDULED AUTOS (Perperoon) A MIRED AUTOS BODILY INJURY NON-OWNED AUTOS (Per eceldem) PROPERTY DAMAGE f (Per BcrJdelx) GARA13E LIABILITY AUTO ONLY•EA ACCIDENT 11 ANY AUTO OTHER THAN AUTO ONLY! AGO f EXCESSIUMBRELLA LIABILITY OCCUR F1 CLAIMS MADE AGGREGATE S DEDUCTIBLE a A WORKERS COMPENSATION AND Scott Wolfe i9 excluded X I WCBTATU- - M. EMPLOYERS'LIA8ILI,TY ANY PROPRIETOPJPARTNER/EXECUTIVE from Coverage E.L EACH ACC113 T is 100,00D y OFFICERIMEMBEREXCLUDED? WC3966777 6/.14/2ooe 6/14/2009 E.LDISEASE-EAEMPLOYEEB 100 000 11 yes,d8lombe undo SPECIAL PROVISIONS below E.L.DISEASE•POLICY LIMIT If 5()0,000 OTHER DESCRIPTION OF OPERATIONSILOCArONSNEHICLE61EXCLUSIONS ADDED BY ENDORSEMENTIBPECIAL PROVISIONS Teeued no Evidence of Snauraace. RE: 369 Wheeler Road, ldaretons Kille, MA 02648, CERTIFICATE HOLDER CANCELLATION (508)790-6230 SKOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE Town of Barnstable EXPIRATION DATE THEREOP, T14P ISSUING INSURER WILL ENDEAVOR TO MAIL Building Department 10 DAYS WRITTEN NDTICB To THB CERTIFICATE HOLDER NAMED TO THE LEFT,BUT 200 Main Street FAILURE TO DO 90 SMALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE Hyannis, MA 02 601 INSURER ITS A0ENT8 OR REPRESENTATIVES. FMA;TNORIZED REPRESENTATIVE icha®1 Christian/HE ACORD 25(2001108) 0 ACORD CORPORATION 1908 INS026,070BIABo Pepe I of 2 r Licensee Details Page 1 of 1 The Official Website df the Executive Office of Public Safety and Security(EOPS) Public Safety . Mass.Gov Home DPS Home EOPSS Home Mass.Gov Home State Agencies State Online Services Department of Public Safety Licensee Complaints License Type Construction Supervisor License# 42943 Restriction 00 Name Scott D Wolfe City, State, Zip Sandwich, MA, 02563 Expiration Date 10/8/2010 Status Current No complaints found for this Licensee. Back To Search f http://db.state.ma.us/dps/licdetails.asp?txtSearchLN=CSL42943 10/17/2008 / Board of Building Wgalations and Standards 'I HOIGIE IMPROVEMENT CONTRACTOR 3,,i Registratiol, 116613 Ezpi{a-Tr R12010 Tr# 2681 - —1x:_._ 15 4YP,e•=:Private Corporation i WOLFEMARK CONS�CO IbVC� � SCOTT WOLFE _:- f.,23 JAN SEBASTIAN,DR�UN4T.3 SANDWICH, Administrator ' License:or registration valid for individul use only before the expiration date. If found return to: i Board of Building Regulations and Standards One Astitiurton Place Ron 1301 Boston;Ma.02108 it r Not valid without signature y License , C�NSTRUCTIO � O� umber;.C' N SUPERVISOR. r .. { Birt 042943 . hd� 10108/_1:9ti1 xPires08 SCpRest cte '` �w Tr`°no 2644. 7-f p., I' 0`0 0 WOLF SANDN SEBASTI EpR a WICH_. A < _ 2 , 563 4 Sya`. I g9rnT'ssioner a i Shear Wall Schedule Swanson Structural,Inc. job 3189 October 15,2008 116 Forest Street Swaim Residence Franklin,MA 02038 Marstons Mills,MA 508-520-1333 Wolfemark Construction Co.,Inc. Shear Wall Location Length Height Type Perimeter Mark (ft) (ft) Material Nailing' Blocked? Hold Down End Post Anchor Product SW-1 Grt. Rm. Lt. 13'-6" 9 Segmented 1/2"plywood 8d at 6"o.c. yes HDU2-SDS2.5 2-2x4/6 5/8"all thread rod: SW-2 Front B.R. Lt. 10'-0" 9 Segmented " 8d at 6"o.c. yes HDU2-SDS2.5 2-2x4/6 2'embed in fresh concrete SW-3 Garage Lt. 17'-6'° 9 Segmented " 8d at 6"o.c. yes HDU2-SDS2.5 2-2x4/6 or 8"embed epoxy set SW-4 Garage Rt. 22'-0" 9 Perforated " 8d at 6"o.c. yes HDU2-SDS2.5 2-2x4/6 Powers AC 100 plus SW-5 Master Rt. 4'-0" 9 Segmented " 8d at 6"o.c. yes HDU2-SDS2.5 2-2x4/6 SW-6 Dining Corner Rear 4'-0" 9 Segmented " 8d at 6"o.c. yes HDU2-SDS2.5 2-2x4/6 SW-7 Kitchen/Master Rear 8'-0" 9 Segmented 8d at 6"o.c. yes HDU2-SDS2.5 2-2x4/6 SW-8 Master Lt. Rear 2'-6" 9 Segmented 1. 8d at 6"o.c. yes HDU2-SDS2.5 2-2x4/6 SW-9 Master Rt.Rear 2'-6" 9 Segmented 8d at 6"o.c. yes HDU2-SDS2.5 2-2x4/6 SW-10 Garage Rear 20'-0" 9 Segmented 8d at 6"o.c. yes HDU4-SDS2.5 2-2x4/6 SW-11 Front B.R.Front Rt. 5'-0" 9 Segmented 8d at 6"o.c. yes HDU2-SDS2.5 2-2x4/6 SW-12 Front B.R. Front Lt. 5'-0" 9 Segmented 8d at 6"o.c. yes HDU2-SDS2.5 2-2x4/6 SW-13 Garage Front Lt. T-0" 9 Segmented 8d at 6"o.c. yes HDU2-SDS2.5 2-2x4/6 SW-14 Garage Front Rt. 3'-0" 9 Segmented 8d at 6"o.c. yes HDU2-SDS2.5 2-2x4/6 Field nailing 8d at 12"on center fir ti ( CS RU�illZf.l- �i:t No. 353."✓� Sea' lo�'ir o8 i `oF.HE r � Town of Barnstable BARNSTABLE. Regulatory Services MASS 0,q•n Building Division prFD MPS . 200 Main Street,Hyannis,MA 02601 Office: 508-862-4038 Y Fax: 5 -7 -08 90 6230 Inspection Correction Notice I Type of Inspection 1Y`KA4 z 6 l x) S j I Location 30 W 64e r- )Q& ' Akg& Permit Number Owner Builder One notice to remain on job site, one notice on file in Building.Department. The fol ing items need correcting: a = Foy . 6P e 10(-4« — _T r" F2 E STd 1 !R 19 F.YSTDI° /IV Cblrrk c-n5 ?� �' (L 1 a C 1 cov ICI KS-9MIT (PQ G-A)R 01F-7-�]ae IN COW4 M'r& 4-r 0 P r rK oq Please call: 50842- for re spe tion. Inspected by /< C Date S l y f Z 1 �d `pFtHE,p�� Town of Barnstable fA - eAausTAei.e. f' Regulatory Services -,� MASS. $ f 67q. �0 Building Division 200 Main Street,Hyannis,MA 02601 Office: 508-8624038 Fax: 508-790-6230 w Inspection Correction Notice Type of Inspection. &q l�r- �G�t }Qb Permit N�fm�e ���©go 2- Location ' ��h ' Owner. :5W A W Builder One notice to remain onjob site,one notice on file in Building Department. The following items need correcting: 17 Oc!-6 1 e_ /0eX AJAEft` C0�� -n JEMt3a Y?I Drams �lrssiA . 510 y cI ,rti: / �CKfA) ©ctt.SSt-D E d5v"G6S 111*&Ze 3 y ti VA Please call: 508-862-46M for re-inspection. Inspected by ;V L Date D I Myµ;YfLtiY:lyMyigN I Swanson Structural, Inc. Paul W.Swanson,P.E. Engineering Services 116 Forest Street commercial Franklin,MA 02038-2579 residential Phone 508-520-1333 heavy timber Fax 508-520-1334 Paul(,_SwansonStructuraL com 1-7 �/✓r_l-t"1 . OA_G( wl' Si!S K� � +ivc�,�� I`S� �✓�cl �'1 i ! ! I I ! j i ! I I t�A+t,L 2 k-d i "D 1�VW 10 i i LI i I 1 i e ' I ! ! 2i2 ' � 1 ±�I—i ► I 1 521 i - ' i I 'Z l j i i ' ' � I —�--f--J i ,%>Gf _ e✓c„fl o,,. ` ha r»o iC i ✓i-t %4 r'L�,t e/ �a,7t, w( i G� SSG& 71 /Vle�ina{ Il j wFl2S PrtSfSdrts ' E I i i i i ' '4-1 f ! T� i t I'Co r IGo v,�+�_ — /1�0.^ 1 wa i ret s✓'L,! i 6,- 4' s' al' c 12 t1 S. ►i.,,�, xi /01 x lID =11'40 1 7. zs f� x 51 5.s' i ! i 511 1 0 i �o' C 17• Z �c l7•'x 1!' _1 y ss(.la i ' I ! j .i— p �r4' x �{7Z� I 2. '14'I_ 2!07 --=--2 2o--pa - -�-- -- t18) x , j4 1!c s i ,�:>�6 i % 41 swA sore ,. p STRU I Al_ vi ! i o.353 a n S DNA z Job Name 5 w,4 tM Q65 r 0 e xi ar Job Number Location (4�L Sheet f of Client CVM1,- CO.", 1Me. Date L041.5103 r — Sw1inson Structural, Inc. Paul W.Swanson,P.E. Engineering Services 116 Forest Street commercial Franklin,MA 02038-2579 residential Phone 508-520-1333 heavy timber Fax 508-520-1334 Pau .4wansonStructuraLcom � ou.� t h.�.c'��� ,%e ��tr� I-7o�' 2 20 ' I'I waXX• ! S-e� 5 i I I , 2?o x '= 1 '8OC- ��_VS&i 1NtAso�l _ I�V 2S*D_5�2.+s l o w,� r rtu i�� 3a �_.__�_._�___�� -�__--�----ate a--.--Y-_.._ �.--�- ► l �_�__, �_. I � I _, . I 13or.4L I �_...._ i I f—,— o T -I 3 2.8 + -� 8d @ b "o ,s y o«sl _v�1 '3 s > ' 3 z e ,y�,o f ! I�—i—T 3��•- -x'-` Z� 13 �r�s DU41-s DS_?,s - ► j ! ,��tN;o� ��y ��; FAQ L v ;STRIJCTURALI v,'> , I i i Lot. I II I I,IUG► �i I ! /VA I L.14MV QM. I � I'-6 I-•�—!-'-r- �. I I ��a}�w.+�►.a * v,;y�.= t�='' I LT. I Z I F2D� -o r 8.�. �t, I i (o' l I blip,k LIT. I _4,17 .p�' i C, 14%ix rL5At 1 AO 11 4_ AO M R _oE - L�_.�—I/U GAkAIaE_/LEt. 'Zo:o ' H_Ou�.i-50�5 Z�5 I _Lf8!Rap q � d 11 1 i l Job Name Job Number ( 8 Location Sheet Z of 2 Client By /��n/S Date l�ndessen Andersen Windom-Abbreviated Quote Report q Project Marne:SWAIM m '• -• Quote t#: 23216 Print Dale: 031110010 Quote Date: 03/112010 it Version 10.0 Page 1 Of 1 "".. . ., m Dealer. Gtstomer SCOTT WOLFE 8ffing m Address: Phone: Fax -n 7 Sales Rep: PONCHO THOMPSON Contact 0 CSR Name: N Item Qty Item Sae(Operation) Location Unit Price Ext.Price = m ODDS 2 $ 184.67 : 369.34 M RO Size=NIA Unit Size=WA -1 co O � AW251 WH ITE SASH ` .�„ r m COfJ1&NT: Cr) "'WHITE,VENTING,HP LOW-E TEKTERED IG GLAZING.314'FINELIGHT,WHITEIWFOTE,2W X 2R" C:) � O co • °O co Subtotal 369. m N Total Load Factor Tax(6.25D%) 23.0 m Customer Signahre 0.000 Grand Total 392.4j N Dealer Sgnahre All graphics viewed from the exterior r Rough opening dimensions are minimums and may need to be Increased to allow tar use of building wraps or fleshings or sill panning or brackets or fasteners o or other items. =Eco Exoel Package =Oth er Tax Credit Eligible Pro du c s Specify the EcoExcel Package for replacement projects and make the homeowner of gVe for a 30 percent tax credit up to a maximum$1500 combined over 20092010. Please see www andemenwindows_com for details_ m m ru W ro' ci Commergs: m 4 WEEK LEADTIME -ONCEORDERED-NO CHANGES ITEMS ARE SPECIAL ORDERED&NON-RETURWLE. r �y� 3 d�lor� //�s �cc� /A��D �.✓� �Sc°� �L�� /l�GA I•�►G TNC- SWA.rr► �E3i r>CaJ �d iw <36 Q 1v0�1�/lo %y�rnP�o� ode v z&C /6"w /1149sV ��L �.�ew j� a ro(T/7)e- 1--f 1�1N�'O�� BoiSE" Triple 1-3/4" x 7-1/4" VERSA-LAM® 2.0 3100 SP Floor BeamlBeam 01 BC CALC®2.0 Design Report-US 1 span No cantilevers 1 0/12 slope Wednesday, October 15, 2008 07:40 Build 276 File Name: BC Job Name: Swaim Residence Description: Beam 01 Address: Wheeler Road Specifier: City, State, Zip: Marstons Mills, MA Designer: Customer: Wolfemark Construction Design Company: Swanson Structural, Inc. Code reports: ESR-1040 Misc: job 3189 os-00-00 - BO,3-1/2" B1,3-1/2" LL 337 Ibs LL 336 Ibs DL 1,292 Ibs DL 1,292 Ibs SL 1,926 Ibs SL 1,926 Ibs Total Horizontal Product Length=03-00-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib. 1 Roof Unf.Area(psf) Left 00-00-00 03-00-00 15 30 01-04-00 2 Ridge Beam Reaction Conc. Pt. (Ibs) Left 01-06-00 01-06-00 673 2,492 3,731 n/a Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 4,409 ft-Ibs 30.5% 115% 2 1 - Internal Completeness and accuracy of input must End Shear 3,491 Ibs 42.0% 115% 2 1 -Left be verified by anyone who would rely on Total Load Defl. U2,455 (0.012") 9.8% 2 1 output as evidence of suitability for Live Load Defl. U3,851 (0.008") 9.3% 2 1 particular application.Output here based Max Defl. 0.012" 1.2% 2 1 on building code-accepted design properties and analysis methods. Span/Depth 4.2 n/a 1 Installation of BOISE engineered wood products must be in accordance with %Allow %Allow current Installation Guide and applicable Bearing Supports Dim.(L x W) Value Support Member Material building codes.To obtain Installation Guide BO Wall/Plate 3-1/2"x 5-1/4" 3,554 Ibs 39.6% 22.4% Spruce-Pine-Fir ( ask questions,please call 8 B1 Wall/Plate 3-1/2"x 5-1/4" 3,554 Ibs 39.6% 22.4% Spruce-Pine-Fir 00)232-0788 before installation. BC CALC®,BC FRAMER®,AJS-, Notes ALLJOISTO,BC RIM BOARD'"' BCIO, BOISE GLULAM- SIMPLE FRAMING Design meets Code minimum(U240)Total load deflection criteria. SYSTEM®,VERSA-LAM®,VERSA-RIM Design meets Code minimum(U360) Live load deflection criteria. PLUS®,VERSA-RIM®, Design meets arbitrary(1") Maximum load deflection criteria. VERSA-STRAND®,VERSA-STUDO are trademarks of Boise Wood Products, Connection Diagram L.L.C. Tb d a 0 T 0 c i e 0 0 0 .°F Q- a minimum=2" c=2-1/4" y 1f,, p PAUL W �j t b minimum= 3" d= 12" SWANGON e minimum =3" e STRUCTURAL Connection design assumes point load is 'top-loaded'. For connection design of'side-loaded' 35334 point loads, please consult a technical representative or professional of Record. Ado S Member has no side loads. A Concentrated loads are not considered in side load analysis. y Connectors are: 16d Common Nails Page 1 of 1 80iSE- Double 1-3/4" x 11-7/8" VERSA-LAM® 2.0 3100 SP Floor BeamlBeam 02 BC CALC®2.0 Design Report-US 2 spans I No cantilevers 1 0/12 slope Wednesday, October 15,2008 07:40 Build 276 File Name: BC Job Name: Swaim Residence Description: Beam 02 Address: Wheeler Road Specifier: City State, Zip: Marstons Mills, MA Designer: Customer: Wolfemark Construction Design Company: Swanson Structural, Inc. Code reports: ESR-1040 Misc: job 3189 0 w �_t qq 13-00-00 13-00-00 BO,3-1/2" 131,5-1/4" B2,3-1/2" LL 333 Ibs LL 1,510 Ibs LL 333 Ibs DL 299 Ibs DL 4,007 Ibs DL 299 Ibs SL 38 Ibs SL 3,773 Ibs SL 38 Ibs Total Horizontal Product Length=26-00-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib 1 Standard Load Unf.Area(psf) Left 00-00-00 26-00-00 40 12 01-04-00 2 Gable Trapezoidal (plf) Left 00-00-00 0 n/a 13-00-00 100 n/a 3 Gable Trapezoidal (plf) Right 00-00-00 0 n/a 13-00-00 100 n/a 4 Reaction from Designs\Beam...Conc. Pt. (Ibs) Left 11-06-00 11-06-00 336 1,292 1,925 n/a 5 Reaction from Designs\Beam...Conc. Pt. (Ibs) Right 11-06-00 11-06-00 336 1,292 1,925 n/a Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 1,914 ft-Ibs 9.0% 100% 14 1 - Internal Completeness and accuracy of input must Neg. Moment -7,183 ft-Ibs 29.4% 115% 2 2-Left be verified by anyone who would rely on End Shear 522 Ibs 6.6% 100% 14 1 -Left output as evidence of suitability for Cont. Shear 4,432 Ibs 48.8% 115% 2 2-Left particular application.Output here based Total Load Defl. U2,584(0.059") 9.3% 15 2 on building code-accepted design Live Load Defl. U4,290 .036" 8.4% 15 2 properties and analysis methods. 0 ( ) Installation of BOISE engineered wood Total Neg. Defl. -0.003" 0.5% 16 1 products must be in accordance with Max Defl. 0.059" 5.9% 15 2 current Installation Guide and applicable Span/Depth 12.9 n/a- 1 building codes.To obtain Installation Guide or ask questions,please call %Allow %Allow (800)232-0788 before installation. Bearing Supports Dim.(L x W) Value Support Member Material BC CALC®,BC FRAMER®,AJSTM, BO Wall/Plate 3-1/2"x 3-1/2" 670 Ibs 11.2% 6.3% Spruce-Pine-Fir ALLJOIST®,BC RIM BOARD"",BCIO, 61 Post 5-1/4"x 3-1/2" 9,290 Ibs 0.4% 58.6% Steel BOISE GLULAM-,SIMPLE FRAMING B2 Wall/Plate 3-1/2"x 3-1/2" 670 Ibs 11.2% 6.3% Spruce-Pine-Fir SYSTEM®,VERSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM®, VERSA-STRANDS,VERSA-STUD®are Notes trademarks of Boise Wood Products, Design meets Code minimum (U240)Total load deflection criteria. L.L.C. Design meets Code minimum (U360) Live load deflection criteria. Design meets arbitrary(1") Maximum load deflection criteria. r p' PAUL W. SyNANGON > 5' STRUCTURAL �� N o. 35334 w ` S' t�AL Page 1 of 2 BOiSE- Double 1-3/4" x 11-7/8" VERSA-LAM® 2.0 3100 SP Floor BeamlBeam 02 BC CALC®2.0 Design Report- US 2 spans No cantilevers 1 0/12 slope Wednesday, October 15, 2008 07:40 Build 276 File Name: BC Job Name: Swaim Residence Description: Beam 02 Address: Wheeler Road Specifier: City, State, Zip: Marstons Mills, MA Designer: Customer: Wolfemark Construction Design Company: Swanson Structural, Inc. Code reports: ESR-1040 Misc: job 3189 Connection Diagram Disclosure ►1 b d— Completeness and accuracy of input must L be verified by anyone who would rely on a output as evidence of suitability for • T• • particular application.Output here based on building code-accepted design c properties and analysis methods. Installation of BOISE engineered wood •1 • products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide d 12" or ask questions,please call b minimum=3" a minimum =2" = (800)232-0788 before installation. = Connection design assumes point load is'top-loaded'. For connection design of'side-loaded' AL CALC®,BC FRAMER®, -,B 9 P P 9 ALLJOIST®,BC RIM BOARD BCI®, point loads, please consult a technical representative or professional of Record. BOISE GLULAMTm,SIMPLE FRAMING Member has no side loads. SYSTEM®,VERSA-LAM®,VERSA-RIM ! Concentrated loads are not considered in side load analysis. PLUS®,VERSA-RIM®, Connectors are: 16d Common Nails VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Wood Products, L.L.C. Page 2 of 2 BeamChek v2.4 licensed to:Swanson Structural, Inc. Reg#2308-64482 Swaim Wheeler Rd Marstons Mills Steel Beam in Garage job 3189 Date: 10/15/08 Selection W 14x 34 50 ksi Wide Flange Steel Lateral Support at: Lc=6 ft max. Conditions Actual Size is 6-3/4 x 14 in., Min Bearing Length R1= 1.0 in. R2= 1.0 in. DL Defl 0.15 in Suggested Camber 0.23 in Data Beam Span 22.0 ft Reaction 1 LL 12083# Reaction 2 LL 7280# Beam Wt per ft 34.0# Reaction 1 TL 18394# Reaction 2 TL 9948# Bm Wt Included 748# Maximum V 18394# Max Moment 57144`# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/489 LL Max Defl L/360 LL Actual Defl L/684 Attributes Section in Shear in TL Defl in LL Defl Actual 48.60 3.98 0.54 0.39 Critical 20.78 0.92 1.10 0.73 Status OK OK OK OK Ratio 43% 23% 49% 53% Fb(psi) Fv(psi) E(psi x mil) Values Base Value Fy 50000 . 50000 29.0 Base Adjusted 33000 20000 29.0 Adiustments YP Factor, Lc 0.66 0.40 At Point Loads: Provide these minimum bearing lengths in inches or provide web stiffeners. B= 1.0 Loads Uniform LL:640 Uniform TL: 832 =A Point LL Point TL Distance 5283 B=9290 1.0 pv PAUL W. �liYr'i�: SWANSON _. ZE Uniform Load A a STRUCTURAL v�•p Pt loads: No. 35334 FBI � R1 = 18394 R2=9948 SS1'AL � •� SPAN=22 FT a :` -•�`'''� q 4 "lly o Uniform and partial uniform loads are Ibs per lineal ft. uoisw Single 11-7/8" AJSTm 20 MSR Joist\1st Floor1DR12 BC CALCO 9.5 Design Report-US 3 spans I No cantilevers 1 0/12 slope Thursday, September 11,2008 16:11 Build 91 16"OCS I Repetitive I Glued&nailed construction File Name: SWP390 Wolfemark Swain.BCC Job Name: Swaine Residence Description: 1st Floor\DR12 Address: Wheeler Rd Specifier: be City State,Zip: Marston Mills, Ma' Designer: Customer: Wolfemark Construction Company: Shepley Wood Products Code reports: ESR-1144 Misc: os-oz-,2 15-10-00 A 10-00-14 BO, 1-1/2" 61,3-1/2" 82,3-1/2" B3, 1-1/2" LL 231 Ibs LL 803 Ibs LL 818 Ibs LL 247 Ibs DL 36 Ibs DL 192 Ibs DL 198 Ibs DL 42 Ibs Total of Horizontal Design Spans=35-01-10 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% OCS 1 Standard Load Unf.Area(psf) Left 00-00-00 35-01-10 40 10 16" Load Disclosure Controls Summary Value %Allowable Duration Case Span Location Completeness and accuracy of input must Pos. Moment 1054 ft-Ibs 23.9% 100% 16 2- Internal be verified by anyone who would rely on Neg. Moment -1313 ft-Ibs 29.8% 100% 20 2-Right output as evidence of suitability for End Reaction 285 Ibs 24.9% 100% 14 3- Right particular application.Output here based Int. Reaction 997 Ibs 34.0% 100% 20 2-Right on building code-accepted design Cont. Shear 541 Ibs 36.3% 100% 20 2-Right properties and analysis methods. g Installation of BOISE engineered wood Uplift 52 Ibs n/a 16 1 -Left products must be in accordance with Uplift 34 Ibs n/a 16 3-Right current Installation Guide and applicable Total Load Defl. U1896(0.1") 12.7% 16 2 building codes.To obtain Installation Guide Live Load Defl. U2234(0.085") 21.5% 16 2 or ask questions,please call Total Neg. Defl. -0.019" 3.8% 16 3 (888)234-0056 before installation. Max Defl. 0.1" 10.0% 16 2 BC CALCS,BC FRAMER®,AJSTM Span/Depth 16.0 n/a 0 2 ALLJOISTS,BC RIM BOARD-, BCIS, BOISE GLULAMTm,SIMPLE FRAMING Cautions SYSTEMS,VERSA-LAMS,VERSA-RIM Uplift of 52 Ibs found at span 1 - Left. PLUSS,VERSA-RIMS, VERSA-STRANDS,VERSA-STUDS are trademarks of Boise Wood Products, Notes L.L.C. Design meets Code minimum(U240)Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min. end bearing + 1/2 intermediate bearing Composite El value based on 23/32"thick sheathing glued and nailed to joist. r PAUL VJ. SWANGON� STRUCTURAL o0 5 o. 35334 J S801 Page 1 of 1 BOiSE" Single 11-7/8" AJSTM 20 MSR Joistl2nd Floor1DR10 BC CALCO 9,.5 Design Report- US 3 spans I Left cantilever 1 0/12 slope Thursday, September 11,2008 16:11 Build 91 16"OCS I Repetitive Glued&nailed construction File Name: SWP390 Wolfemark Swain.BCC Job Name: Swaine Residence Description: 2nd Floor\DR10 Address: Wheeler Rd Specifier: be City, State,Zip: Marston Mills, Ma ' Designer: Customer: Wolfemark Construction Company: Shepley Wood Products Code reports: ESR-1144 Misc: � 1 02-04-12 81,3-1/2" 15-as-1z LL 369 Ibs B2,3-1/2" B3 21 DL 65 Ibs LL 2 Ibs LL 352 Ibs DL 2 Ibs DL 85 Ibs I Total of Horizontal Design Spans=27-01-08 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% OCS 1 Standard Load Unf.Area (psf) Left 00-00-00 27-01-08 40 10 16" Load Disclosure Controls Summary Value %Allowable Duration Case Span Location Completeness and accuracy of input must Pos. Moment 1426 ft-Ibs 32.4% 100% 14 3- Internal be verified by anyone who would rely on Neg. Moment -1523 ft-Ibs 34.6% 100% 20 2-Right output as evidence of suitability for End Reaction 432 Ibs 37.8% 100% 14 3-Right particular application.Output here based Int. Reaction 1065 Ibs 36.3% 100% 20 3-Left on building code-accepted design Cont. Shear 607 Ibs 40.7% 100% 20 3-Left properties and analysis methods. Total Load Defl. U1311 (0.142") 18.3% 14 3 Installation of BOISE engineered wood 0.117" 30.0% products must be in accordance with Live Load Defl. U1602 ( ) 14 3 current Installation Guide and applicable .Total Neg. Defl -0.026" 5.1% 14 2 building codes.To obtain Installation Guide Max Defl. 0.142" 14.2% 14 3 or ask questions,please call Span/Depth 15.7 n/a 0 3 (888)234-0056 before installation. BC CALC@, BC FRAMERS,AJS- CBUtIOr1S ALLJOISTO,BC RIM BOARDT*' BCIO, Design assumes Top and Bottom flanges to be restrained at cantilever. BOISE GLULAMI-,SIMPLE FRAMING SYSTEM@,VERSA-LAM@,VERSA-RIM Notes PLUS@,VERSA-RIM@, VERSA-STRANDO,VERSA-STUD@ are Design meets Code minimum (U240)Total load deflection criteria. trademarks of Boise Wood Products, Design meets User specified (U480) Live load deflection criteria. L.L.C. Design meets arbitrary(1") Maximum load deflection criteria. Entered/Displayed Horizontal Span Length(s)=Clear Span + 1/2 min. end bearing+ 1/2 intermediate bearing Composite El value based on 23/32"thick sheathing glued and nailed to joist. OF fagall O PAUL W. 'G ZF SWANSON tl'i0, ' STRUCTURAL Zg l; No. 35334 is •`i�it;l :;�. Page 1 of 1 Boisw Single 11-7/8" AJSTm 20 MSR Joistl2nd Floor1DR11 BC CALCO 9.5 Design Report-US 1 span I No cantilevers 0/12 slope Thursday,September 11,2008 16:11 Build 91 12"OCS Repetitive Glued&nailed construction File Name: SWP390 Wolfemark Swain.BCC Job Name: Swaine Residence Description: 2nd Floor\DR11 Address: Wheeler Rd Specifier: be City, State,Zip: Marston Mills, Ma ' Designer: Customer: Wolfemark Construction Company: Shepley Wood Products Code reports: ESR-1144 Misc: 17-09-14 BO LL 356 Ibs B1 LL 356 Ibs DL 89 Ibs DL 89 Ibs Total of Horizontal Design Spans=17-09-14 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% OCS 1 Standard Load Unf.Area (psf) Left 00-00-00 17-09-14 40 10 12" Load Disclosure Controls Summary Value %Allowable Duration Case Span Location Completeness and accuracy of input must Pos. Moment 1985 ft-Ibs 45.1% 100% 1 1 - Internal be verified by anyone who would rely on End Reaction 442 Ibs 38.7% 100% 1 1 - Right output as evidence of suitability for Total Load Defl. L/738(0.29") 32.5% 1 1 particular application.Output here based Live Load Defl. U922(0.232") 52.1% 1 1 on building code-accepted design Max Defl. 0.29" 29.0% 1 1 properties and analysis methods. Installation of BOISE engineered wood Span/Depth 18.0 n/a 0 1 products must be in accordance with current Installation Guide and applicable Notes building codes.To obtain Installation Guide or ask questions,please call Design meets Code minimum (U240)Total load deflection criteria. (888)234-0056 before installation. Design meets User specified(U480) Live load deflection criteria. Design meets arbitrary(1") Maximum load deflection criteria. BC CALCO,BC FRAMER@,AJS-, Entered/Displayed Horizontal Span Length(s) =Clear Span + 1/2 min. end bearing + ALLJOISTO, BC RIM BOARD TM BCIO, 1/2 intermediate bearing BOISE GLULAM-,SIMPLE FRAMING Composite El value based on 23/32"thick sheathing glued and nailed to joist. SYSTEM®,VERSA-LAMO,VERSA-RIM PLUS@,VERSA-RIM@, VERSA-STRAND@,VERSA-STUD®are trademarks of Boise Wood Products, L.L.C. PAUL V1. SWANSON °=,1 ` STRUCTURAL i�?> No. 35334 rSSly VAL Page 1 of 1 i BOISE' Triple 1-3/4" x 14" VERSA-LAM® 2.0 3100 SP Floor Beaml2nd FloorIDR6 BC CALC®9.5 Design Report-US 1 span No cantilevers 1 0/12 slope Thursday, September 11,2008 16:11 Build 91 File Name: SWP390 Wolfemark Swain.BCC Job Name: Swaine Residence Description: 2nd Floor\DR6 Address: Wheeler Rd Specifier: be City, State,Zip: Marston Mills, Ma' Designer: Customer: Wolfemark Construction Company: Shepley Wood Products Code reports: ESR-1040 Misc: a 3 Ak 17-10-04 BO LL 357 Ibs B1 DL 2307 Ibs LL 357 Ibs SL 2601 Ibs DL 1631 Ibs SL 1249 Ibs Total of Horizontal Design Spans=17-10-04 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Tnb 1 Standard Load Unf.Area (psf) Left 00-00-00 17-10-04 40 10 01-00-00 2 Unf. Lin. (plo Left 00-00-00 17-10-04 0 80 n/a 3 Unf.Area(psf) Left 00-00-00 08-10-00 15 30 10-00-00 4 Reaction from Designs\Level ...Conc. Pt. (Ibs) Left 08-10-00 08-10-00 637 1200 n/a Load Disclosure Controls Summary Value %Allowable Duration Case Span Location Completeness and accuracy of input must Pos. Moment 23074 ft-Ibs 46.1% 115% 2 1 - Internal be verified by anyone who would rely on End Shear 4520 Ibs 28.1% 115% 2 1 - Left output as evidence of suitability for Total Load Defl. U419(0.512") 57.3% 2 1 particular application.Output here based Live Load Defl. L/761 (0.281") 47.3% 2 1 on building code-accepted design Max Defl. 0.512" 51.2% 2 1 properties and analysis methods. Span/Depth 0.51 n O 1 Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable Notes building codes.To obtain Installation Guide Design meets Code minimum(U240)Total load deflection criteria. or ask questions,please call (888)23a-oo56 before installation. Design meets Code minimum(U360) Live load deflection criteria. Design meets arbitrary(1") Maximum load deflection criteria. BC CALC®, BC FRAMER@,AJS-, Minimum bearing length for BO is 1-1/2". ALLJOIST@, BC RIM BOARD-,BCI@, Minimum bearing length for B1 is 1-1/2". BOISE GLULAM-,SIMPLE FRAMING Entered/Displayed Horizontal Span Length(s)= Clear Span + 1/2 min. end bearing+ SYSTEM@,VERSA-LAM®,VERSA-RIM 1/2 intermediate bearing PLUS@,VERSA-RIM@, VERSA-STRAND@,VERSA-STUDS are trademarks of Boise Wood Products, Connection Diagram L.L.C. a o o c OF p PAUL W. i� a minimum = 2" c=9" SIAJANS N b minimum= 3" d= 12" . 3TUR TUR No STRUC = e minimum= 3" ` (VJ Connection design assumes point load is'top-loaded'. For connection design of'side-loaded'point loads, please consult a technical representative or professional of Record. N. Nailing schedule applies to both sides of the member. Member has no side loads. Concentrated loads are not considered in side load analysis. Connectors are: 16d Common Nails Page 1 of 1 BOiSE- Triple 1-3/4" x 11-7/8" VERSA-LAM® 2.0 3100 SP Floor Beaml2nd Floor\DR7 BC CALC®9•.5 Design Report-US 1 span No cantilevers 1 0/12 slope Thursday, September 11, 2008 16:11 Build 91 File Name: SWP390 Wolfemark Swain.BCC Job Name: Swaine Residence Description: 2nd Floor\DR7 Address: Wheeler Rd Specifier: be City, State,Zip: Marston Mills, Ma' Designer: Customer: Wolfemark Construction Company: Shepley Wood Products Code reports: ESR-1040 Misc: 16-01-12 - BO Bi LL 2960 Ibs LL 2960 Ibsbs DL 882 Ibs DL 882 Ibs Total of Horizontal Design Spans=16-01-12 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib 1 Standard Load Unf.Area(psf) Left 00-00-00 16-01-12 40 10 09-02-00 Load Disclosure Controls Summary Value %Allowable Duration Case Span Location Completeness and accuracy of input must Pos. Moment 15507 ft-Ibs 48.6% 100% 1 1 -Internal be verified by anyone who would rely on End Shear 3336 Ibs 28.2% 100% 1 1 -Left output as evidence of suitability for Total Load Defl. U390(0.497") 61.5% 1 1 particular application.Output here based Live Load Defl. U506(0.383") 71.1% 1 1 on building code-accepted design Max Defl. 0.497" 49.7% 1 1 properties and analysis methods. Installation of BOISE engineered wood Span/Depth 16.3 n/a 0 1 products must be in accordance with current Installation Guide and applicable Notes building codes.To obtain Installation Guide or ask questions, please call Design meets Code minimum (U240)Total load deflection criteria. (888)234-0056 before installation. Design meets Code minimum(U360)Live load deflection criteria. Design meets arbitrary(1") Maximum load deflection criteria. BC CALCO, BC FRAMER®,AJS-, Minimum bearing length for BO is 1-1/2". ALLJOISTO,BC RIM BOARD-,BCIO, Minimum bearing length for B1 is 1-1/2". BOISE GLULAM- SIMPLE FRAMING Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min. end bearing + SYSTEM®,VERSA-LAMO,VERSA-RIM PLUS®,VERSA-RIM®, 1/2 intermediate bearing VERSA-STRANDS,VERSA-STUDS are trademarks of Boise Wood Products, Connection Diagram L.L.C. r�l b d a i O O c e 0 0 a minimum=2" c=6-7/8" p PAUL b minimum= 3" d= 12" gVVANSON e minimum= 3" l STRUCTURAL NO, 35334 Nailing schedule applies to both sides of the member. .4 Member has no side loads. 'Qp� EG S Connectors are: 16d Common Nails Page 1 of 1 BOISE- Triple 1-3/4" x 11-7/8" VERSA-LAM® 2.0 3100 SP Floor Beaml2nd Floor\DR8 BC CALCO 9,5.Design Report-US 1 span No cantilevers 1 0/12 slope Thursday, September 11,2008 16:11 Build 91 File Name: SWP390 Wolfemark Swain.BCC Job Name: Swaine Residence Description: 2nd Floor\DR8 Address: Wheeler Rd Specifier: be City, State,Zip: Marston Mills, Ma ' Designer: Customer: Wolfemark Construction Company: Shepley Wood Products Code reports: ESR-1040 Misc: FFFF1 121 TRE 1 13-06-12 -- BO BI LL 362 Ibs DL 1311 Ibs LL 362 Ibs SL 1119 Ibs DL 1311 Ibs SL 1119 Ibs Total of Horizontal Design Spans=13-06-1.2 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib 1 Standard Load Unf.Area(psf) Left 00-00-00 13-06-12 40 10 01-04-00 2 Unf. Lin. (plf) Left 00-00-00 13-06-12 0 80 n/a 3 Unf.Area (psf) Left . 00-00-00 13-06-12 15 30 05-06-00 Load Disclosure Controls Summary Value %Allowable Duration Case Span Location Completeness and accuracy of input must Pos. Moment 9466 ft-Ibs 25.8% 115% 2 1 - Internal be verified by anyone who would rely on End Shear -2359 Ibs 17.3% 115% 2 1 - Right output as evidence of suitability for Total Load Defl. L/761 (0.214") 31.5% 2 1 particular application.Output here based Live Load Defl. U1435(0.113") 25.1% 2 1 on building code-accepted design Max Defl. 0.214" 21.4% 2 1 properties and analysis methods. Installation of BOISE engineered wood Span/Depth 13.7 n/a 0 1 products must be in accordance with current Installation Guide and applicable Notes building codes.To obtain Installation Guide or ask questions,please call Design meets Code minimum(U240)Total load deflection criteria. (888)234-0056 before installation. Design meets Code minimum(U360) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. BC CALCO, BC FRAMERO,AJS-, Minimum bearing length for 60 is 1-1/2". ALLJOISTO, BC RIM BOARD-,BCIO, Minimum bearing length for B1 is 1-1/2". BOISE GLULAMT"' SIMPLE FRAMING SYSTEEntered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + PLUS®,,V,VERSA-LAMO,VERSA-RIM LUSVERSA-RIM®, 1/2 intermediate bearing VERSA-STRANDO,VERSA-STUDOare trademarks of Boise Wood Products, Connection Diagram L.L.C. b d a • • • 0 0 c e 0 0 p PAUL W. a minimum=2" c=6-7/8" SwANSON b minimum=3" d= 12" STRUCTURAL e minimum= 3" � �•� No. 35334 Nailing schedule applies to both sides of the member. Member has no side loads. Connectors are: 16d Common Nails ss'vPa,,L /o s 193 Page 1 of 1 noises Triple 1-3/4" x 24" VERSA-LAM® 2.0 3100 SP Floor Beaml2nd Floor\DR9 BC CALCO 9.5 Design Report- US 1 span No cantilevers 1 0/12 slope Thursday, September 11,2008 16:11 Build 91 File Name: SWP390 Wolfemark Swain.BCC Job Name: Swaine Residence Description: 2nd Floor\DR9 Address: Wheeler Rd Specifier: be City State,Zip: Marston Mills, Ma ' Designer: Customer: Wolfemark Construction Company: Shepley Wood Products Code reports: ESR-1040 Misc: s I i 11 1111121 4 3 AL 22-00-00 BO LL 3253 Ibs B1 DL 3525 Ibs LL 4136 Ibs SL 2018 Ibs DL 5900 Ibs SL 4996 Ibs Total of Horizontal Design Spans=22-00-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib 1 Standard Load Unf.Area(psf) Left 00-00-00 22-00-00 20 10 12-00-00 2 Unf. Lin. (plf) Left 11-01-00 22-00-00 0 80 n/a 3 Unf.Area(psf) Left 11-01-00 22-00-00 20 10 08-00-00 4 Unf.Area (psf) Left 11-01-00 22-00-00 15 30 18-00-00 5 Reaction from 2nd Floor\DR8...Conc. Pt. (Ibs) Left 11-01-00 11-01-00 362 1311 1119 n/a Load Disclosure Controls Summary Value %Allowable Duration Case Span Location Completeness and accuracy of input must Pos. Moment 74062 ft-Ibs 53.4% 115% 13 1 - Internal be verified by anyone who would rely on End Shear -11870 Ibs 43.1% 115% 2 1 -Right output as evidence of suitability for Total Load Defl. U523(0.505") 45.9% 2 1 particular application.Output here based Live Load Defl. U872 (0.303") 41.3% 2 1 on building code-accepted design Max Defl. 0.505" 50.5% 2 1 properties and analysis methods. Installation of BOISE engineered wood Span/Depth 11.0 n/a 0 1 products must be in accordance with current Installation Guide and applicable Notes building codes.To obtain Installation Guide or ask questions,please call Design meets Code minimum (U240)Total load deflection criteria. (888)234-0056 before installation. Design meets Code minimum (U360) Live load deflection criteria. Design meets arbitrary(1") Maximum load deflection criteria. BC CALCO, BC FRAMER@,AJS-, Minimum bearing length for BO is 2-1/4". ALLJOISTO,BC RIM BOARD-, BCIO, Minimum bearing length for B1 is 3-7/8". BOISE GLULAM-,SIMPLE FRAMING Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min. end bearing+ SYSTEM@,VERSA-LAM@),VERSA-RIM 1/2 intermediate bearing PLUS@,VERSA-RIM@,VERSA-STRAND@,VERSA-STUDO are trademarks of Boise Wood Products, Connection Diagram L.L.C. b i -d- a c OF PAUL W. a minimum=2" c= 9-112" b minimum= 3" d = 12" u SWA�3SON STRUCTURAL �� y e minimum= 3" No. 35334 Connection design assumes point load is'top-loaded'. For connection design of'side-loaded'point loads, please consult a technical representative or professional of Record. CS �J kL Nailing schedule applies to both sides of the member. Member has no side loads. f`,9 Concentrated loads are not considered in side load analysis. / Connectors are: 16d Common Nails Page 1 of 1 80i$E- Single 11-7/8" AJSTm 25 MSR Joistl2nd FloorIMEDIA RM BC CALC®9.5 Design Report- US 1 span I No cantilevers 1 0/12 slope Thursday, September 11,2008 16:11 Build 91 12"OCS I Repetitive I Glued&nailed construction File Name: SWP390 Wolfemark Swain.BCC Job Name: Swaine Residence Description: 2nd Floor\MEDIA RM Address: Wheeler Rd Specifier: be City, State,Zip: Marston Mills, Ma ' Designer: Customer: Wolfemark Construction Company: Shepley Wood Products Code reports: ESR-1144 Misc: 5 4 2 1 17-00-10 BO, 1-1/2" LL 381 Ibs DL 210 Ibs 1/2 LL 2 DL 364 Ibs 57 Ibs SL 2 SL 353 Ibs 117 Ibs Total of Horizontal Design Spans=17-00-10 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% OCS 1 Standard Load Unf.Area(psf) Left 00-00-00 17-00-10 20 10 12" 2 Conc. Lin. (plf) Left 06-06-00 06-06-00 0 80 12" 3 Unf.Area(psf) Left 00-00-00 06-06-00 20 0 12" 4 Conc. Lin. (plf) Left 06-06-00 06-06-00 170 85 12" 5 Conc. Lin. (plf) Left 06-06-00 06-06-00 285 570 12" Load Disclosure Controls Summary Value %Allowable Duration Case Span Location Completeness and accuracy of input must Pos. Moment 6074 ft-Ibs 84.7% 115% 13 1 - Internal be verified by anyone who would rely on End Reaction 1094 Ibs 83.2% 115% 13 1 -Left output as evidence of suitability for Total Load Defl. U377(0.543") 63.7% 2 1 particular application.Output here based Live Load Defl. U581 (0.352") 82.6% 2 1 on building code-accepted design Max Defl. 0.543" 54.3% 2 1 properties and analysis methods. Installation of BOISE engineered wood Span/Depth 17.2 n/a 0 1 products must be in accordance with current Installation Guide and applicable Cautions building codes.To obtain Installation Guide or ask questions,please call Web stiffeners are always required under concentrated loads that exceed 1000 lbs. Install (888)234-0056 before installation. the web stiffeners snug to the top of the flange. Follow the nailing schedule for intermediate bearings. BC CALC®,BC FRAMERS,AJS-, ALLJOISTO,BC RIM BOARD'*', BCIG, Notes BOISE GLULAMTm,SIMPLE FRAMING SYSTEM®,VERSA-LAM®,VERSA-RIM Design meets Code minimum (U240)Total load deflection criteria. PLUS®,VERSA-RIM®, Design meets User specified(U480)Live load deflection criteria. VERSA-STRAND®,VERSA-STUD®are Design meets arbitrary(1") Maximum load deflection criteria. trademarks of Boise wood Products, Entered/Displayed Horizontal Span Length(s) =Clear Span+ 1/2 min. end bearing + L.L.C. 1/2 intermediate bearing Composite El value based on 23/32"thick sheathing glued and nailed to joist. p PAUL W. u''•' SWAti3ON STRUCTURAL Ilk No. 35334 A3? G; T R 4rL s s/�i Y1 Page 1 of 1 BOiSE- Single 1-3/4" x 11-7/8" VERSA-LAM® 2.0 3100 SP Roof l3eam\Level 31DR1 BC CALC®9.5 Design Report- US 1 span No cantilevers 1 0.5/12 slope Thursday, September 11, 2008 16:11 Build 91 File Name: SWP390 Wolfemark Swain.BCC Job Name: Swaine Residence Description: Level 3\DR1 Address: Wheeler Rd City, State,Zip: Marston Mills, Ma ' Specifier: be Y P� Designer: Customer: Wolfemark Construction Company: Shepley Wood Products Code reports: ESR-1040 Misc: 1___10.5 12 1 12-02-08 - BO DL 792 Ibs B1 SL 1508 Ibs DL 637 Ibs SL 1200 Ibs Total of Horizontal Design Spans=12-02-08 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib 1 Standard Load Unf.Area(psf) Left 00-00-00 12-02-08 15 30 04-06-00 2 Unf.Area(psf) Left 00-00-00 03-06-00 15 30 04-06-00 3 Trapezoidal (plf) Left 03-06-00 68 135 n/a 12-02-08 0 0 n/a Load Disclosure Controls Summary Value %Allowable Duration Case Span Location Completeness and accuracy of input must Pos. Moment 6474 ft-Ibs 52.9% 115% 3 1 - Internal be verified by anyone who would rely on End Shear 1863 Ibs 41.0% 115% 3 1 -Left output as evidence of suitability for Total Load Defl. U414 (0.354") 58.0% 3 1 particular application.Output here based Live Load Defl. U632 (0.232") 56.9% 3 1 on building code-accepted design Max Defl. 0.354" 35.4% 3 1 properties and analysis methods. Installation of BOISE engineered wood Span/Depth 12.3 n/a 0 1 products must be in accordance with current Installation Guide and applicable Slope and Cut Length Slope Facia Depth Horiz Length Product Length building codes.To obtain Installation Guide Plumb Cut with Hanger to dbl. top plate 0.5/12 11-7/8" 12-02-08 12-03-02 or ask questions,please call (888)234-0056 before installation. Cautions BC CALC®,BC FRAMER®,AJS-, For roof members with slope (1/2)/12 or less final design must account for Rain-on-Snow ALLJOISTO,BC RIM BOARD-, BCIG, surcharge load. BOISE GLULAM1m,SIMPLE FRAMING SYSTEM®,VERSA-LAM®,VERSA-RIM Notes PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are Design meets User specified(U240)Total load deflection criteria. trademarks of Boise wood Products, Design meets User specified(U360) Live load deflection criteria. L.L.C. Design meets arbitrary (1") Maximum load deflection criteria. Minimum bearing length for BO is 1-3/4". Minimum bearing length for B1 is 1-1/2". Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min. end bearing+ . 1/2 intermediate bearing �°"'�''' 3. Z� OF p PAU L W- S1NANaON ,"•t4 � STRUCTURAL=C6;'1 No. 35334 , t is s o16 Page 1 of 1 80iSE- Single 1-3/4" x 11-7/8" VERSA-LAM® 2.0 3100 SP Simple Hip\Level 31DR2 BC CALCO 9.5 Design Report- US 2 spans Left cantilever 1 7.1/12 slope Thursday, September 11, 2008 16:11 Build 91 01-00-00 Tributary File Name: SWP390 Wolfemark Swain.BCC Job Name: Swaine Residence Description: Level 3\DR2 Address: Wheeler Rd Specifier: be City, State,Zip: Marston Mills, Ma' Designer: Customer: Wolfemark Construction Company: Shepley Wood Products Code reports: ESR-1040 Misc: U'.1 12 d — + + + + � : plllllll � llllll � llll „ 02-09-15 _ 12-08-12 B1 B2 o DL 546 Ibs DL 741 Ibs SL 739 Ibs SL 1076 Ibs d=09-00-00 o=02-00-00 Total of Horizontal Design Spans=15-06-11 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 126% Trib 1 Equivalent Load Trapezoidal(plf) Left 00-00-00 0 0 n/a 15-06-11 152 233 n/a Load Disclosure Controls Summary Value %Allowable Duration Case Span Location Completeness and accuracy of input must Pos. Moment 4751 ft-Ibs 38.8% 115% 3 2- Internal be verified by anyone who would rely on Neg. Moment -121 ft-Ibs 1.1% 115% 3 1 -Right output as evidence of suitability for End Shear -1817 Ibs 40.0% 115% 3 2-Right particular application.Output here based Cont. Shear 1167 Ibs 25.7% 115% 3 2-Left on building code-accepted design Total Load Defl. U472(0.376") 38.2% 3 2 properties and analysis methods. Installation of BOISE engineered wood Live Load Defl. L/799 (0.222") 30.0% 3 2 products must be in accordance with Total Neg. Defl. -0.249" 33.1% 3 1 -Cantilever current Installation Guide and applicable Span/Depth 12.9 n/a 0 2 building codes.To obtain Installation Guide or ask questions, please call Slope and Cut Length Slope Facia Depth Horiz Length Product Length (888)234-0056 before installation. Plumb Cut with Hanger to dbl.top plate 7.1/12 13-3/4" 15-06-11 18-07-11 BC CALCO, BC FRAMER@,AJS-, ALLJOISTO, BC RIM BOARD-, BCI@, Notes BOISE GLULAM-,SIMPLE FRAMING Design meets Code minimum (U180)Total load deflection criteria. SYSTEMO,VERSA-LAM@,VERSA-RIM PLUSO,VERSA-RIM@, Design meets Code minimum(U240) Live load deflection criteria. VERSA-STRANDS,VERSA-STUD@ are Minimum bearing length for B1 is 3". trademarks of Boise Wood Products, Minimum bearing length for B2 is 1-1/2". L.L.C. Entered/Displayed Horizontal Span Length(s)= Clear Span + 1/2 min. end bearing+ 1/2 intermediate bearing ➢' \!l OF p' PAUL W. SiAiANSON ty STRUCTURAL =�4 u No. 35334 A C� /0 Page 1 of 1 BOISE, Triple 1-3/4" x 11-7/8" VERSA-LAM® 2.0 3100 SP Roof BeamlLevel IDR3 BC CALC®9.5 Design Report-US 1 span No cantilevers 1 7/12 slope Thursday, September 11,2008 16:11 Build 91 File Name: SWP390 Wolfemark Swain.BCC Job Name: Swaine Residence Description: Level 3\DR3 Address: Wheeler Rd Specifier: be City, State,Zip: Marston Mills, Ma ' Designer: Customer: Wolfemark Construction Company: Shepley Wood Products Code reports: ESR-1040 Misc: 12 17-01-08AL BO DL 1816 Ibs B1 SL 2826 Ibs DL 1218 Ibs SL 1798 Ibs Total of Horizontal Design Spans=17-01-08 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib 1 Trapezoidal (plf) Left 00-00-00 148 255 n/a 17-01-08 52 90 n/a 2 Trapezoidal (plf) Left 00-00-00 113 195 n/a 17-01-08 0 0 n/a Load Disclosure Controls Summary Value %,Allowable Duration Case Span Location Completeness and accuracy of input must Pos. Moment 16577 ft-Ibs 45.2% 115% 3 1 - Internal be verified by anyone who would rely on End Shear 3883 Ibs 28.5% 115% 3 1 -Left output as evidence of suitability for Total Load Defl. U301 (0.792") 79.9% 3 1 particular application..Output here based Live Load Defl. U498(0.479") 72.3% 3 1 on building code-accepted design Max Defl. 0.792" 79.2% 3 1 properties and analysis methods. Installation of BOISE engineered wood Span/Depth 17.3 n/a 0 1 products must be in accordance with current Installation Guide and applicable Slope and Cut Length Slope Facia Depth Horiz Length Product Length building codes.To obtain Installation Guide Plumb Cut with Hanger to dbl.top plate 7/12 13-3/4" 17-01-08 20-04-14 or ask questions,please call (888)234-0056 before installation. Notes BC CALC®, BC FRAMER®,AJS-, Design meets User specified (U240)Total load deflection criteria. ALLJOISTO, BC RIM BOARD-,BCI®, Design meets User specified(U360) Live load deflection criteria. BOISE GLULAM- SIMPLE FRAMING Design meets arbitrary (1") Maximum load deflection criteria. SYSTEM®,VERSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM®, Minimum bearing length for BO is 1-1/2". VERSA-STRAND®,VERSA-STUDS are Minimum bearing length for B1 is 1-1/2". trademarks of Boise Wood Products, Entered/Displayed Horizontal Span Length(s)= Clear Span+ 1/2 min. end bearing+ L.L.C. 1/2 intermediate bearing Connection Diagram b d a 1 I o o c N Or • 0 • PAU L W. f" SWANSON c, STRUCTURAL No. 35334 w ' /,r•, s a minimum=2" c=6-7/8" b minimum=3 d= 12" e minimum=3" Nailing schedule applies to both sides of the member. JO 08 Member has no side loads. I l y Connectors are: 16d Common Nails Page 1 of 1 Boisw Double 1-3/4" x 18" VERSA-LAM® 2.0 3100 SP Roof l3eamlLevel 31DR4 BC CALCO 9..5 Design Report- US 2 spans Left cantilever 0.5112 slope Thursday, September 11, 2008 16:11 Build 91 File Name: SWP390 Wolfemark Swain.BCC Job Name: Swaine Residence Description: Level 3\DR4 Address: Wheeler Rd Specifier: be City, State,Zip: Marston Mills, Ma ' Designer: Customer: Wolfemark Construction Company: Shepley Wood Products Code reports: ESR-1040 Misc: 12 IF 21 01-06-12 20-01-00 - B, LL 673 Ibs B2 DL 2492 Ibs LL 306 Ibs DL SL 3731 Ibs SL 3360 Ibs Ibs Total of Horizontal Design Spans=21-07-12 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% TOb 1 Standard Load Unf.Area(psf) Left 00-00-00 21-07-12 15 30 06-06-00 2 Unf.Area(psf) Left 00-00-00 05-06-00 15 30 06-06-00 3 Trapezoidal(pif) Left 05-06-00 195 98 n/a 16-07-12 0 0 n/a 4 Reaction from Level 3\DR3 a... Conc. Pt. (Ibs) Left 16-07-12 16-07-12 1218 1798 n/a Load Disclosure Controls Summary Value %Allowable Duration Case Span Location Completeness and accuracy of input must Pos. Moment 29811 ft-Ibs 55.5% 115% 2 2- Internal be verified by anyone who would rely on Neg. Moment -736 ft-Ibs 1.4% 115% 193 1 - Right output as evidence of suitability for End Shear -5592 Ibs 40.6% 115% 2 2-Right particular application.Output here based Cont. Shear 4961 Ibs 36.0% 115% 2 2- Left on building code-accepted design Total Load Defl. U372(0.649") 64.60% 2 2 Installation of OISs and E enginsis eered wood Live Load Defl. U592 (0.407") 60.8/0 2 2 products must be in accordance with Total Neg. Defl. -0.154" 20.5% 2 1 -Cantilever current Installation Guide and applicable Max Defl. 0.649" 64.9% 2 2 building codes.To obtain Installation Guide Span/Depth 13.4 n/a 0 2 or ask questions,please call (888)234-0056 before installation. Slope and Cut Length Slope Facia Depth Horiz Length Product Length BC CALCO, BC FRAMER@,AJSTM Plumb Cut with Hanger to dbl.top plate 0.5/12 18" 21-07-12 21-08-12 ALLJOISTO,BC RIM BOARDTM, BCIS, BOISE GLULAMTm,SIMPLE FRAMING Cautions SYSTEM@,VERSA-LAM@,VERSA-RIM PLUSO,VERSA-RIM@, For roof members with slope.(1/2)/12 or less final design must account for Rain-on-Snow VERSA-STRANDS,VERSA-STUD@ are surcharge load. trademarks of Boise Wood Products, L.L.C. Notes Design meets User specified (U240)Total load deflection criteria. Design meets User specified (U360) Live load deflection criteria. Design meets arbitrary(1") Maximum load deflection criteria. Minimum bearing length for B1 is 3". Minimum bearing length for B2 is 2-3/8". ZN OF Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min.end bearing+ 1/2 intermediate bearing PAUL`W. !;.:,4 STRUCTURAL E, o. 35334 t'S 0& Page 1 of 2 BOISE' Double 1-3/4" x 18" VERSA-LAM® 2.0 3100 SP Roof BeamlLevel 31DR4 BC CALC®9;5 Design Report-US 2 spans Left cantilever 0.5/12 slope Thursday, September 11,2008 16:11 Build 91 File Name: SWP390 Wolfemark Swain.BCC Job Name: Swaine Residence Description: Level 3\DR4 Address: Wheeler Rd Specifier: be City State,Zip: Marston Mills, Ma ' Designer: Customer: Wolfemark Construction Company: Shepley Wood Products Code reports: ESR-1040 Misc: Connection Diagram Disclosure b —d Completeness and accuracy of input must a be verified by anyone who would rely on • output as evidence of suitability for Tparticular application.Output here based c on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood •1 • products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide a minimum=2" c= 14" or ask questions, please call b minimum=3" d= 12" (888)234-0056 before installation. Connection design assumes point load is'top-loaded'. For connection design of'side-loaded'point loads, BC CALC®,BC FRAMER®,AT please consult a technical representative or professional of Record. ALLJOIST®,BC RIM BOARD TM BCI®, Member has no side loads. BOISE GLULAM-,SIMPLE FRAMING Concentrated loads are not considered in side load analysis. SYSTEM®,VERSA-LAM®,VERSA-RIM Connectors are: 16d Common Nails PLUS®,VERSA-RIM®, VERSA-STRANDS,VERSA-STUDS are trademarks of Boise Wood Products, L.L.C. Page 2 of 2 f 80iSE- Double 1-3/4" x 11-7/8" VERSA-LAM® 2.0 3100 SP Roof BeamlLevel 31DR5 BC CALC@ 9..5 Design Report-US 3 spans No cantilevers 1 0.5/12 slope Thursday, September 11,2008 16:11 Build 91 File Name: SWP390 Wolfemark Swain.BCC Job Name: Swaine Residence Description: Level 3\DR5 Address: Wheeler Rd Specifier: be City State,Zip: Marston Mills, Ma' Designer: Customer: Wolfemark Construction Company: Shepley Wood Products Code reports: ESR-1040 Misc: 1-10.5 12 2 11 1 06-05-08 A 13-09-04 A 10-02-12 - BO B1 B2 B3 DL 148 Ibs DL 1040 Ibs LL 916 Ibs LL 742 Ibs SL 539 Ibs SL 2104 Ibs DL 1755 Ibs DL 710 Ibs SL 2269 Ibs SL 592 Ibs Total of Horizontal Design Spans=30-05-08 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib 1 Standard Load Unf.Area(psf) Left 00-00-00 30-05-08 15 30 05-06-00 2 Unf.Area(psf) Left 21-00-00 30-05-08 30 15 05-06-00 Load Disclosure Controls Summary Value %Allowable Duration Case Span Location Completeness and accuracy of input must Pos. Moment 4120 ft-Ibs 16.8% 115% 2 3- Internal be verified by anyone who would rely on Neg. Moment -5540 ft-Ibs 22.6% 115% 2 2- Right output as evidence of suitability for End Shear -1505 Ibs 16.6% 115% 2 3- Right particular application.Output here based Cont. Shear 2566 Ibs 28.3% 115% 2 3- Left on building code-accepted design properties and analysis methods. Uplift 177 Ibs n/a 194 1 -Left Installation of B e in engineered wood Total Load Defl. U1911 (0.064") 12.6% 2 3 products must be n accordance with Live Load Defl. U2855(0.058") 12.6% 194 2 current Installation Guide and applicable Total Neg. Defl. -0.011" 1.5% 194 1 building codes.To obtain Installation Guide Max Defl. 0.074" 7.4% 194 2 or ask questions,please call Span/Depth 13.9 n/a 0 2 (888)234-0056 before installation. BC CALCO, BC FRAMER®,AJS- Slope and Cut Length Slope Facia Depth Horiz Length Product Length ALLJOISTO, BC RIM BOARD- BCIO, Plumb Cut with Hanger to dbl.top plate 0.5/12 11-7/8" 30-05-08 30-06-05 BOISE GLULAM rm,SIMPLE FRAMING SYSTEM@,VERSA-LAMO,VERSA-RIM Cautions PLUS@,VERSA-RIM@, VERSA-STRAND@,VERSA-STUDO are Uplift of 177 Ibs found at span 1 -Left. trademarks of Boise Wood Products, For roof members with slope(1/2)/12 or less final design must account for Rain-on-Snow L.L.C. surcharge load. Notes Design meets User specified (U240)Total load deflection criteria. Design meets User specified (U360) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Minimum bearing length for BO is 1-1/2". Minimum bearing length for B1 is 3". Minimum bearing length for B2 is 3". � Minimum bearing length for B3 is 1-1/2". Entered/Displayed Horizontal Span Length(s)= Clear Span+ 1/2 min. end bearing + 1/2 intermediate bearing o' pAUL%N c g:.NFidSOiV '•. i STRUCTUI No. 3533a { I �. SA. tb?: /0 �18 Page 1 of 2 80iSE" Double 1-3/4" x 11-7/8" VERSA-LAM® 2.0 3100 SP Roof Beam\Level 31DR5 BC CALCO 9..5.Design Report- US 3 spans No cantilevers 0.5/12 slope Thursday,September 11,2008 16:11 Build 91 File Name: SWP390 Wolfemark Swain.BCC Job Name: Swaine Residence Description: Level 3\DR5 Address: Wheeler Rd Specifier: be City State,Zip: Marston Mills, Ma ' Designer: Customer: Wolfemark Construction Company: Shepley Wood Products Code reports: ESR-1040 Misc: Connection Diagram Disclosure b d— Completeness and accuracy of input must be verified by anyone who would rely on a • • output as evidence of suitability for T particular application.Output here based � on building code-accepted design c properties and analysis methods. Installation of BOISE engineered wood • • X products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,pleae call a minimum=2" c=7-7/8" (888)234 0056 before installation. b minimum= 3" d= 12" BC CALCO,BC FRAMERO,AJS-, Member has side loads. ALLJOISTO, BC RIM BOARD-, BCIO, Connectors are: : 16d Common Nails BOISE GLULAMTM,SIMPLE FRAMING SYSTEM@,VERSA-LAM@,VERSA-RIM PLUS@,VERSA-RIM@, VERSA-STRANDO,VERSA-STUDO are trademarks of Boise Wood Products, L.L.C. ' I I Page 2 of 2 BOiSE" Double 1-3/4" x 11-7/8" VERSA-LAM® 2.0 3100 SP Roof l3eam\Level 31Rl301 BC CALCO 9.5 Design Report-US 2 spans No cantilevers 1 0.5/12 slope Thursday, September 11, 2008 16:11 Build 91 File Name: SWP390 Wolfemark Swain.BCC Job Name: Swaine Residence Description: Level 3\RB01 Address: Wheeler Rd Specifier: be City, State,Zip: Marston Mills, Ma' Designer: Customer: Wolfemark Construction Company: Shepley Wood Products Code reports: ESR-1040 Misc: 1__10.5 12 1 I I I 1 1 2 11 11 111 1 20-02-12 10-02-12 Bo DL 757 Ibs B1 62 SL 1392 Ibs LL 826 Ibs LL 770 Ibs DL 2381 Ibs DL 514 Ibs SL 3445 Ibs SL 225 Ibs Total of Horizontal Design Spans=30-05-08 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib 1 Standard Load Unf.Area (psf) Left 00-00-00 30-05-08 15 30 05-06-00 2 Unf.Area (psf) Left 21-00-00 30-05-08 30 15 05-06-00 Load Disclosure Controls Summary Value %Allowable Duration Case Span Location Completeness and accuracy of input must Pos. Moment 8906 ft-Ibs 36.4% 115% 193 1 -Internal be verified by anyone who would rely on Neg. Moment -11012 ft-Ibs 45.0% 115% 2 1 - Right output as evidence of suitability for End Shear 1873 Ibs 20.6% 115% 193 1 -Left particular application.Output here based Cont. Shear 3101 Ibs 34.1% 115% 2 2-Left on building code-accepted design Uplift 34 Ibs n/a 193 2-Right properties and analysis methods. o g Installation of BOISE engineered wood Total Load Defl. U423 (0.574") 56.7/0 193 1 products must be in accordance with Live Load Defl. U628 (0.387") 57.3% 193 1 current Installation Guide and applicable Total Neg. Defl. -0.072" 9.6% 193 2 building codes.To obtain Installation Guide Max Defl. 0.574" 57.4% 193 1 or ask questions,please call Span/Depth 20.4 n/a 0 1' (888)234-0056 before installation. Slope and Cut Length Slope Facia Depth Horiz Length Product Length ALLJOISTO, BC RIM BOARD-BC CALCO,BC FRAMER®,AJS- BCIO, Plumb Cut with Hanger to dbl.top plate 0.5/12 11-7/8" 30-05-08 30-06-05 BOISE GLULAM-,SIMPLE FRAMING SYSTEMS,VERSA-IAM@,VERSA-RIM Cautions PLUS@,VERSA-RIM@), VERSA-STRAND@,VERSA-STUD@ are For roof members with slope(1/2)/12 or less final design must account for Rain-on-Snow trademarks of Boise Wood Products, surcharge load. L.L.C. Notes Design meets User specified (U240)Total load deflection criteria. Design meets User specified (U360) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Minimum bearing length for BO is 1-1/2". Minimum bearing length for B1 is 3". Minimum bearing length for B2 is 1-1/2". Entered/Displayed Horizontal Span Length(s)= Clear Span+ 1/2 min. end bearing+ ° '1/2 intermediate bearing n��N Of auL V"s :> STRUCTUsV.L pr:•siis 0, 35334 A r Pv 9.•,� ff. lo�i s �8 Page 1 of 2 I H0iSE" Double 1-3/4" x 11-7/8" VERSA-LAM® 2.0 3100 SP Roof Beam\Level 3\Rl301 BC CALC®9.5 Design Report- US 2 spans No cantilevers 0.5/12 slope Thursday, September 11,2008 16:11 Build 91 File Name: SWP390 Wolfemark Swain.BCC Job Name: Swaine Residence Description: Level 3\RB01 Address: Wheeler Rd Specifier: be City, State,Zip: Marston Mills, Ma ' Designer: Customer: Wolfemark Construction Company: Shepley Wood Products Code reports: ESR-1040 Misc: Connection Diagram Disclosure b —d Completeness and accuracy of input must be verified by anyone who would rely on a • • • output as evidence of suitability for c / \ on building articular acolde accepted desiut gn based properties and analysis methods. Installation of BOISE engineered wood •1 • products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide a minimum=2" c=7-7/8" or ask questions,please call b minimum= 3" d= 12" (888)234-0056 before installation. BC CALC®,BC FRAMERO,AJSTM', Member has side loads. ALLJOISTO, BC RIM BOARD-, BCIS, Connectors are: : 16d Common Nails BOISE GLULAMM,SIMPLE FRAMING SYSTEMS,VERSA-LAM@,VERSA-RIM PLUS@,VERSA-RIM@, VERSA-STRAND@,VERSA-STUDS are trademarks of Boise Wood Products, L.L.C. i Page 2 of 2 � ax t OPH NHRROW WHIL BROCIN6 METHOD IRRMIN6 TIPS The APA Narrow Wall Bracing Method is a simple, site-built solution that allows builders to construct jr 1 segments as narrow as 16 inches next to window and door openings. Be sure to check for these essential i details when constructing the APA Narrow Wall Bracing Method around garage openings. For complete information on the APA Narrow Wall Bracing method and its applications in locations other than the garage,please see APA publication Narraw Walls That Work,Form D420. o Wall ° sheathing a ; must extend o up over o 0 0 header o ° ° o ;o ° ° 0 ° o ° o O.A. o ° =o. ; o °: i'° o ••°-" poi "o. °, I o; °: o - ## °' Nail schedule 1� 8d common EXTERIOR at 3"o.c. VIEW OF GARAGE OPENING Wall is sheathing_..! must extend up over o?o; io:o header o:o: ;o:o o:o; :o:o o;oi jo:o Sheathing joint at ,o io,o approx. Nail schedule o'o; oo mid height 8d common ' at 3"o.c. • I APA THE ENGINEERED WOOD ASSOCIATION 1 r Y � 3 Extend header to king stud 0 Nail top plate a to header oU with two rows of 16d nails = at 3"o.c. m 0 m x 0 0 d a r m 0 L4N M 1 } L INTERIOR VIEW OF z` GARAGE U__� OPENING o Install 0 1000-Ib strap a �M5 TA 18) Y- 0 2 anchor bolts with min. 2"x 2"x 3/16" plate washers o Nail corner studs together 0 0 2 rows of 16d at 24"o.c. m Stud optional to o support interior finish o Gypsum S optional 0 8d at i, �. 6 O.C. X X, 'IV I -�-r---- z �— O U 1" 8d at 3"o.c. i (PLAN VIEW OF CORNER DETAIL) N r S !7 a We have field representatives in many major U.S.cities and in Canada who DISCLAIMER z can help answer questions involving APA trademarked products.For additional The information contained herein is based on APA— The Engineered Wood p assistance in specifying engineered wood products,contact us: Association's continuing programs of laboratory testing,product research, and g comprehensive field experience. Neither APA, nor its members make any war- y APA —THE ENGINEERED WOOD ASSOCIATION ranty,expressed or implied,or assume any legal liability or responsibility for the HEADQUARTERS use,application of,and/or reference to opinions, findings, conclusions,or rec- 0 7011 $o.19th 5f.•Tacoma,Washington 98466 ommendations included in this publication. Consult your local jurisdiction or (253)565-6600•Fax:(253)565-7265 design professional to assure compliance with code, construction, and perfor- 3 mance requirements. Because APA has no control over quality of workmanship 0 or the conditions under which engineered wood products are used, it cannot waccept responsibility for product performance or designs as actually constructed. W Z 0 W PRODUCT SUPPORT HELP DESK (253)620-7400•E-mail Address:help@opawood.org APA i a nd Form No.F435 THE ENGINEERED a WOOD ASSOCIATION o Issued January 2006/0010 0 N 0 . . . � gay Dix S. 111.9 AR`9J M�od� r RBCI "F i M"l �TCi'NI W€LKES I Rkf�It3T�s va 11 x Locos AUP �4e r-moo•. . �� / : , MAtP 8.2. .Pc� cy, A/ . /\0r� ,� 8,� I.09 2o. '0 y.o5 Zs 49 AIL oo Fuo a3/Y�� 0U \\ I. �42 Ferro � 8B- dco:-o o V_/ Pl..�h.l. Ot✓; L A tit» ,. .. $Al2W%TABI„E. A GIs MASS: r:oz I ,c_aVM=`1 TI-I•A.T CLllS PCAQ o 2z 4o I. V AS E Et I PeepA2Ea 11-1 C o ti=qe nn 1 1"/ w t TtA Tll E MLXES I-I�LEN. IV�URG 1 �T''Al. quD TZEIeUL.AT1oUS of I-We i Scoff I'=d o AvC,. 198( ry�IST�s en ��s BAXTEtZ. � t.LyE 141G:. u�� �iN�_ 1ZEG I.STr=>zE� .LAuo 'i�EYo¢S. osrv� Mn�. �ARt�1STA13lb PL.A11►Jl►iCs 13oAQi� b PP2oVAL Ut4l=>e2 TWE@ SUBDIVISI0W BARNSTABL€COUNTY, c:o�IT¢rx LAw L10T �eC�Ulet�� a REGISTRY OF DEEDS WWAAr. A TRUE COPY,ATTEST. t�A �. - �°� JOHN F.MEADE,REGISTER T FFPo1 nd,A -iV47-MUCS 6CAUTET--i SE£ _9v or AFMAL5 W9o-80 IZ6G•SK 323G M.Z74_ - • 'fir