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HomeMy WebLinkAbout0069 GOODVIEW WAY � � c1Vc�2w �- to . . a u � � ,. .. s G ', 4 ': �: _ o. ,. .0 '' o � ... 4 .. .. _ _ ., c , � ,. _ ;. a .. ., ,. lj _.' -. �.. ". .i., .. i ,. -;... a � ., ...: _ _. ., _, � 1 �'.i +` 4. �. .. �. - 5 a — ,,: .. _. .� � , S.: _ _ � _ � _ -. � a _- _, � _. _ -� P... ., '_ .. �' '. ., .. X. ..; I f �. ,. .. .. I ,. � .. - � 1 .. .. n. ipt n S PROJECT NAME: � � ADDRESS: PERMIT# DATE: M/P: LARGE ROLLED PLANS ARE IN: BOXY-76 SLOT_ DATE: `�/8-16 TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map .�' /` Parcel'_: Permit# 5f/6 / Health Division (sQ)6 ®b( /�, I U {�± ;„ ,.„z ry.r Date Issued l — a T Conservation Division i t- 7.IN �'�i _ �. , Application Fee Tax Collector Permit Fee � � u Treasurer _ '; 4 CONNECTED SEWER ACCOUNT Planning Dept. Date Definitive Plan Approved by tannin Board Historic-OKH �� � �se����rervation/Hyannis . Project Street Address &1 61-0 (Jty-C W16Y re�'' Village fAS` 1�- Owner boyi A 7-e 2I L Address -rdt'nt Telephone 57M - (eS3 1 qB 6 Permit Request LAC IC l eyw CtAdvaltt�" , iNAJ(-4 A,1% 6, A611 AaiAe�r - O tt � Square feet: 1 st floor: existing 05-4t• proposed (� 2nd floor:existing �[3 proposed if-? Total new Zoning District M3 Flood Plain Groundwater Overlay Project Valuation Construction Type ref &�d ftw r . F Lot Size Grandfathered: ❑Yes ❑ No If yes, attach supporting documeritation. Dwelling Type: Single Family Two Family ❑ Multi-Family(#units) Age of Existing Structure y i-s Historic House: ❑Yes. X No On OId King's Highway: ' Yes ❑No Basement Type: ❑Full OCrawl O Walkout ❑Other Basement Finished Area.(sq.ft.) Basement Unfinishedkea'('sq.ft)Y ` Number of Baths: Full: existing new Half:existing . :, [� new Number of Bedrooms: existing new Total Room Count(not including baths): existing �' new ® First Floor-,Room Count Heal Type and Fuel: ❑Gas' 00il ❑ Electric ❑Other Central Air: ❑Yes )4No Fireplaces: Existing Newer_ Existing wood/coal stove: ❑Yes Ji No Detached garage:❑existing ❑new size Pool:q existing ❑new size " Barn:❑existing ❑new size Attached garage:9 existing ❑`new size 199 Shed:❑existing ❑new size Other: Zoning Board of Appeals Autfrorization O1 :Appeal# Recorded❑ Commercial ❑Yes ❑No ' If yes, site plan review# Current Use -- ,_T._r Proposed Use BUILDER INFORMATION Name ,nAs Telephone Number 566—364' D) 0 Address q r / 1,YJt WvJ;<xZr Lit. License# 0 57 M4SS ?.�Ll:o&' Home Improvement Contractor# Worker's Compensation# tee-7c/1Obb1,�)ce,( ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO R me SIGNATURE_ t DATE beC_ Q6 6�6 1 h. .. �r p' FOR OFFICIAL USE ONLY PERMIT NO. + DATE ISSUED MAP/PARCEL NO. = ' ADDRESS : ' VILLAGE OWNER j .. t DATE OF INSPECTION: FOUNDATION d n t FRAME t9K-' -7 -t/ - INSULATION-_Ore 7- �10 ^o S P^ ` FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH 1 FINAL *' GAS: ROUGHO FINAL FINAL BUILDING 0 t DATE CLOSED OUT 0 ASSOCIATION PLAN NO. : ' r s ' r Town.of Barnstable °^. Regulatory Services saxHsrns , t : Thomas F.Geiler,Director v Huss g �> - , sbj4• p.0 Buil .. _cling Devi'sioIl Tom Perrq; Building Commissioner" 200 Main Street, Hyannis,MA 02601 - www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 r Property Owner Must Complete and Sign This Section If Using A Builder I, 'be,�� Z Z� ,as Owner of the subject property hereby authorize- in rd� ��� 1Y1�t�rr� to act on my behalf all matters relative to work authorized by this building permit application for: _ (Address of job) Signature of Owner Date Print Name m � Ridge Beam -3 j' A N*yerhaeuser Business 3 P TJ-Beam®6.15 serial Num bar:7002124042 cs of 1 3/4" x 1811 1.9E Microllam® LVL User:2 11/8/20041:42:16 PM ' Paget Engine Version:1.15.33 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope:0112 Roof Slope0112 a. :o 24' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Header(Flush Beam)Member. Tributary Load Width: 1' Primary Load Group-Roof(psf):30.0 Live at 125%duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Roof(1.25) 360.0 144.0 0 To 24' Adds To SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/UpiitUTotal 1 Stud wall 3.50" 3.08" 4680/2185/0/6865 L1:Blocking 1 Ply 1 114"x 18"1.3E TimberStrand®LSL. 2 Stud wall 3.50" 3.08" 4680/2185/0/6865 L1:Blocking 1 Ply 1 1/4"x 18"1.3E TimberStrand®LSL -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):L1:Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 6770 -5840 22444 Passed(26%) Rt.end Span 1 under Roof loading Moment(Ft-Lbs) 40055 40055 72662 Passed(55%) MID Span 1 under Roof loading Live Load Defl(in) 0.603 0.789 Passed(U471) MID Span 1 under Roof loading Total Load Defl(in) 0.884 1.183 Passed(U321) MID Span 1 under Roof loading -Deflection Criteria: MINIMUM(LL:U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 9'7"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. Operator Notes: Roof Load Live Load Snow 30 psf;Dead Load =12 psf; Load per foot: LL=!12`30=360 plf;DL 12.12=144 Of I PROJECT INFORMATION: OPERATOR INFORMATION• Zisik Residence Paul E.Donahue,P. E. Geoffrey Koper Architect PEDA Inc. P.0.Box 766 549 Columbian Street Barnstable MA 02630 Weymouth, MA 02190 "r Phone:781.335.1880 5 Fax :781.335.1895 �Q peda10@aol.com S/ NAL ti�G� Copyright m 2004 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. C:\Projects\2004\Koper Architects\2iizik\tjbeam\Ridge Beam - 3.sms I m Ridge Beam -3 YA TA&.66.15S-0.1Number�:=21240Z 3 PCs of 1 3/4" x 18" 1.9E Microllam® LVL User:2 111&20041:42:16 PM Page2 Engine Version:1.15.33 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 23' 8.00,, ^ Max. Vertical Reaction Total (lbs) 6865 6865 Max. Vertical Reaction Live (lbs) 4680 4680 Required Bearing Length in 3.08(W) 3.08(W) Max. Unbraced Length (in) 115 Loading on all spans, LDF = 0.90 , 1.0 Dead Design Shear (lbs) 1859 -1859 Max Shear (lbs) 2155 -2155 Member Reaction (lbs) 2155 2155 Support Reaction (lbs) 2185 2185 Moment (Ft-Lbs) 12750 Loading on all spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Design Shear 4 (lbs) 5840 -5690 Max Shear (lbs) 6770 - 6770 Member Reaction (lbs) 6770 6770 Support Reaction (lbs) 6865 6865 Moment (Ft-Lbs) 40055 Live Deflection (in) 0.603 Total Deflection (in) 0.884 PROJECT INFORMATION: OPERATOR INFORMATION: Zisik Residence Geoffrey Koper Architect Paul E.Donahue,P. E.PEDA Inc. P.0. Box 766 Barnstable MA 02630 549 Columbian Street Weymouth, MA 02190 Phone:781.335.1880 Fax :781.335.1895 peda10@aol.com Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. C:\Projects\2004\Koper Architects\Ziizik\tjbeam\Ridge Beam - '3.sms 11/15/04 Y6:56 FAA 17613351695 LO01 i Job No g q qev I re 9 �714&-2nd Floor Girdea ,ma rme Zreik Residance "2,4'epan.Rush framed O' PED I Q-Wov.16,2004 c- cn«K Geoffrey Koper ArchAeel E*L Root Framin9-SINf lw 1 16-Nov-2004 09:14 tilt r0:600 kips�ft I 1. Load 3 : Displacement Displacement a in P»M :ISM V2M4 C923 STAAD.Pro for Windows Retease 2004 _ _ PM Run 1 ali s 11/15/04 22:56 FAX 17813351895 ►o02 z Job Ado Br e$ko Rev 9 s wwww to P5DA Inc. F"I"Nee 2nd Floor Girder .nob TIVe ZMk Rasldence 24'span,flush framed PED �0N.16,2004 C- 00e"' Geoffrey Koper Archifecf Flk Roof Frafmin0-SINt 1 6-Nov-2004 09:14 Job information Enginaar Checked Appfmvad ftiatrfa: PED Dau: Nov.16.2004 Sir®Typis I SPACE FR78r1E Number of Nodea 2 ki10hevi Node 2 Number of Elemsnis i I H(ghe-at®eam 9 .. Number of Basic Lead Caves �� Number 9f Combination Load Cases 1 lnciuded in this Pout are data for All. The Whole Sftcture Included in this abut are r®sulla br load cases:• Type LIC Name f Primary 1 SELFWEIGHT Prima 2 Combination 3 Beam Relative Dig iacement Detail Sam Lie 7 Deep.� Disp.y -DiaP,a Reau{�ret 00 'fin) y Ceti a.(i) -on) 1 1:SELFWEi®H 0.000 0.000 0.000 0.000 0.000 2AOO 4000 -0.015 0m 0.015- 4.800 -0.000 -0.027 0.000 0.027 7.200 1 -0.000 4-41138 0.000 -0.038 9.600 -0.000 -0.644 0.000 0.04d 12.000 0-000 -0.047. 0.000 -0.047 14.400 •0.000 -Clt" 0.000 0.044 16-500- -0.000 -0.038 . 0.000 11.038 1.9.200 -0.000 -0.027 0.000 0.027 21.806 -0.000 .0.015 F . O.OM .. 0.015 24.0..00 0.000 0.0001 0.000 0.000 2: p:000 0.000 0.000 0.000 0.000 2.400 -0-000 -0.103 0.000 0.193 - 4.800 -0.000,; -0.364 0.000 0.364_ r 7.200 -0.000 -0.499 0.006 . 0.4E. 9:800 -0.000 0.587 0.000 0.587 12.000 -0.000 -0.010 0.000 1 0.610 14.400 -0.000 -0.567 0.000 0.587 16.800 -0.000 -0.490 0.0001 0.490 19200 -0.000 -0.364 01000 0:364 1 - Print7lererab:Ib0i WMA0920 STAAD.Pro for Windows Release 2004 PM Run I d3 11/15/U4 L1:55 I-AA 17613351895 LQ03 , �" Jed NO BPe@P99 PW MAW 8G&rera am vA to PEeA Lm- '-New 2nd Floor Girder JOd TOO 2isik Residence R4r.24'span,flush ftmed �+ PED D04Wov.16,2004 CIO cua,e Geoffrey Koper Architect Flee Exist.Root Framing-SIN( ° 18-Nov=2004 09.14 Beam Relative Displacement Detail Cont... 15"m uc d 016p.x Oisp.y 0is®.z ReSZ-g (ft) x(m) y on) I z(in) Aim). 21.600 •0.000 -0.193 0.000 - 0,193 24.000 0.000 0.000 0.000 0,000 3: 0.000 U-000 0.000 0.000 0.000 2AOO -OA00 -0.207 0,000 0,207 4.800 -0.000 -0.392 0.000 0.392 7200 -0,000 -0137 01000 0.537 9.600 -0.000 -0.63 f 0.000 0.631 12.000 -0.000 -0.6661 0.000 F 0.886 14.400 -0.000 -0.631 1 0.000 0.631 16-800 -01000 -0.537 0.000 0-537 18200 4000' -0.392 0.000 0.392 21.600 -0.000 -0.207 0.000 0207 24:000 -0-000 D,000 O-D00 O. D Beam Combined Axial and BendinjLftesses beer UC d Conwr 1 Comr 2 Cormr 3 Corm 4 Max Taws Max Comp (1110 (W) (kW) (ks) NO 1 1:SELFWEIGH 0.000 -0.000 -0.000 0.000 0.000 -0.000 0.000 25.800 0.283 0.283 -0.283 -0.283 -0,203 0.263 57.600 0.503 0.503 -0.503 -0.503 -0.603 0.303 SOADD 0.662 0.662 -0.662 -0.662 -0-662 0.682 115200 0.769 0-759 -0.759 -0-750 -0.759 0.759 144,000 0.795 0,795 -0.795 -0.796 •0.795 0.795 172100 D.759 0.759 A759 -0.169 -0.759 0.759 201.600 0652 0.662 -0.662 -0.662 -0,862 0.662 230.400 0.503- .0 S1)3 4-5M -0:SA3 4503 0.603 259.200 0.283 0283. -0.283 .0293 -0.263 0283 288.000 0.000 D:000 -0.000 A= " " -0.000 6.000 2: 0.000 0.000 0.000 -0-000. -0.000 -0.000 0.000 28.800 3.753 3-753 -0,753 4.753 3.7S3- 3.753 57.600 6.586 6.686 -8,686 -0.656 -6.686 6-686 86,400 8.797 8;797- -4.797- -8.797 48.797 8.797- 115.200 tO.087 10.007 10,087 10.087 10.087" 10,087 144.-000 1A-556. 10.556 . -10.556 -10.550 -10.6% 10.559 172,900 10.087 10.087 40-067 50.087 -10.087 10.087 .201.600 _8.797 8.797 8.797_ . ....e.797 4.787 6.797 2N,400 &686 6,666 -6.656 -8.686 -0:686 6.686. 259.200 3.75.3 3-753 . ..3.753 -3.753 . .. -3-753- 3.753 i 288.000 0.000 0.000 -0.000 -0.000 -0.000 0.000 3: 0.000 0.000 0.000 -0.000 -0.000 0,00D 0.000 25.800 4.036 4.036 -4.036 4.036 4.036 4.036 57.600 7.199 7,189 -7.189 -7.189 -7.199 7189 66.400 9.459 9.459 -9.459 -9.459 -9.459 9.469 115200 10.00 10.946 -10,846 -10.646 40.846 10,646 "'�"`ruq�Daa:t e�i iitooa oe�e STAAD.Pro for Windows ReleWse 2004 RAM Run 2 d 3 11/15/04 22:56 FAX 17813351895 004 •1 ♦ f - yob No apex No pt, 3 sdti eM HOM&d b PEDA Inc. PIONew.2nd Hoer Girder r®e�sik Residence 24-spon,Rash framed by PEt3 n-Nov.16,2004 end CHOM Geoffrey Koper Architect Flip Cidat Roof FrsmiRS- 16-Nov-2004 09:14 Beam Combined Axial and Bending Stresses Cont... t3"m UC d CAI 1 Comm►2 Conw 3 Como►4 Man 4ena Max Comp ( (kd) (k tkSQ !ice (ice) 144.000 11.351 11.361 11,361 11.351 -19,351 1t.351 172.800 9D.846 1®.846 10,846 -10.w. . .-10.w. . :10.046. 201.600 9.459 0.459 -9.459. -9.459 . . -9.459 9.459 230.400 7.189 7.109 -7.109 ,7.189 7.11i8 7.1.89 259200 1 4.036 4.0361 -4.036 4.036 +4.036. 4.038 2e9.000 0.000 0.000 V -0.000 -0.000 -0.000 .0.0.00 Reactions 1lorixorttal F/at;�P Fforizoa�l Mome� Nod® uc F3( Fy FZ MX my MZ NO PdP) 10p) (klpin) (kip-M) (kips) 1 1:SELFWE1GH 0,000 0,542 0.000 O:ODO 0.000 0.000 2' 0.000 7.200, 0.000 0.000 0.000. . 0,000 3: 0.000 7.742 0-0001 0.000 0.000 0.000- 2 1:SELFWEIGk 0.0D0 0.542 0.000 0.000 0.000 .. D.000. 2 0.000 7200 O.00D 0.000 0.000. 0.000 - 3: 0.000 7.742 0,000 0.000 0.000 0.000 PrIrtlT4rtdLT�;lftttrto0a�3� STMD,Pro for 1+WWom Rdeacm 2004 P�ln@ igun S aP 3