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HomeMy WebLinkAbout0141 SCHOOL STREET 4 _ �; l 6 4 `G A• �; ,l is �. � . l��' � — —w � _... .__� . . _ � _ x __ . .. . _ t k l� f t vo r r vw '� D YL- t 1,L, � Y ^ n r _ s Barnstable *Permit# I Expires 6 months from issue date Services Fee Director Division ilding Commissioner yannis,MA 02601 rnstable.ma.us I Fax: 508-790-6230 ttION - RESIDENTIAL ONLY Red X-Press Imprint I um fee of$25.00 for work under$6000.00 Telephone Number r JUN-6-2008 10:43 FROM:A CONCRETE ANSWER,IN 508-420-4579 TO:95087906230 P.2 .1 L ,11 (IF MOSTABLE A.Concrete Answer, Inc. 242 Race Lane, Marstons Mills, MA 02648 ZQ�$ ��� �6 508 420-1997 • 888 216-8804 • Fax: 508 420-4579 June 6, 2008 J &B Construction Company P.O. Box 809 Forestdale, MA 02644 Work Complete Report for 141 School Street,Cotuit, MA Pressure injected with Sikadur 35 high modulus, low-viscosity, high strength,two- component epoxy grout to point of refusal in the following cracks in an 8" thick concrete foundation as per ASAP Engineering&Design Co., Inc. Project#2008-081, dated 03/27/08. Inside basement&facing the concrete wall, going left to right, Crack A measured 1/8" wide x 87" vertically. Crack B measured 1/16" wide x 107" horizontally. Crack C measured 1/8" wide x 103"vertically. Crack D consisted of two cracks radiating from., the comer of a window, both measured 1/16" wide x 74" &69" in length. None of these cracks penetrated through to the outside. Cracks on outside of foundation, facing wall, going left to right, Crack E measured 1/8" wide x 96" vertically. Crack F measured 1/8" wide x 90" vertically. Crack G measured 1/16"wide x 48" vertically. None of these cracks penetrated to the inside. Amounts injected per crack: A-563 M.L., B-225 M.L., C-563 M.L., D-338 M.L., E-788 M.L., F-675 M.L., G-225 M.L. Re fully yours, Steve Ward President A Concrete Answer, Inc. J� �MJN-6-2008 10:43 FROM:A CONCRETE ANSWER,IN 508-420-4579 TO:95087906230 P.1 A Concrete Answer, .Inc. 242 Race Lane, Marstons Mills, MA 02648 508 420-1997 . 888 216-8804 • FAX: 508 420-4579 FAX DATE: 3une 6, 2008 FROM: Steve Ward TO: Bob McKechnie, Building Inspector Town of Barnstable Building Division FAX #: 508-790-6230 PHONE #: 508-862-4038 Total # of faxed pages including cover sheet: 2 t 1 ASAP Engineering & Design Co. , Inc. P.O. Box 649 Middleborough, MA 02346-0649- Tel: 608-946-3561 Fax: 608-946-1663 March 27,2008 Project No.2008-0811 Mr. Don Bliss . P.O. Box 809 Forestdale,MA 02644 ' Re: Inspection and Evaluation of Foundation at Silliman `y Xtesidence, 1.41 School Street,Cotuit,MA ry VI CD i N-, M Mr.Bliss: You asked me to inspect and evaluate a portion of the foundation at the referenced residence. I understand that during the backfilling of the foundation hole, a segrnent of the wall deflected inward under soil pressure,producing flexural cracking in section of the rear wall.The backfilling operation was undertaken prior to placement of the basement floor slab and construction and attachment of the first floor wood deck assembly. On Wednesday, March 26, 2008-2 I visited the site to conduct a walk-through inspection. The home is presently under construction. The project consists.of expanding and renovating an existing Dutch Colonial-style home. The foundation is an entirely new installation, which will support both the exiting home and the editions. The foundation consists of an 8"thick perimeter foundation wall on a concrete strip footing that encloses a full height basement. The foundation exhibits a typical flexural crack distribution which is consistent with lateral deformation under load.None of the cracks propagate through the full width of the wall. The cracks vary in width from hairline to minus 1/8"maximum. The.orientation of f the cracks varies also -o mi vertical to diagonal configurations,but is consistent with the application of the.unbalanced soil load. At the time of inspection,the foundation wall was substantially ali&med both vertically and along its' length. The concrete basement floor slab was in place and.cured. The first frame floor wood deck of the home had beon'installed and sheathed.-A pressure treated 2x8 bracing wall had been constructed along:the'center-portion of the wall. You propose to have the affected walls repaired,by the injection of an epoxy bonding agent into the cracked zones. This procedure,,which typically involves drilling through Ed Wd6S:T T 800E LE 'apW 2S9T9b68OS: 'ON XU_d ON I d33N I ON3ddSU: WMU µ the crack zone from one side and pumping a high-strength,two-component, epoxy grout into the joint under pressure, is the appropriate remedial response.If performed by an ._ experienced and qualified technician,the repaired wall will have the same structural capacity of the balance of the un-damaged foundation I recommend that this office re- inspect the wall following the completion of the repair work and the backfi l ling of the foundation. If repaired as specified herein, and according to good construction practice,the repaired walls will meet the structural requirements of the Massachusetts State Building Code, and will perform as designed to efficiently transmit the building loads to the footings and retain the soils at grader If you have any questions.regarding this report,or if you require additional information,please do not hesitate to call. Very Truly Yours, Robert M.Desrosfers,P.E. � of 41A,%, o RO RI M. y DE SI£ rP 0 S R CTURA1 M . �d Wd00:E T 800E zE 'apW 2S9T 9b680S: • 'ON Xdd 9N I NDDN I 9NddUSd: WONA f�„�__. _._._ ___ __ r � i �o����Z-t �S (1�-5 ,-� �-w��- ______ � E -- f RQBEi;T M:. ' F"sS/g/7 CQr•lL7C:.• Corisuiting:Engineer 505-946�-3561' 155 EaSt•Grove Street' �'I'oS�.Office fox 649 g �'� , t; � Fax 508-946-1653 M�ddleborougFr,.MA' f 02"W., F' F '- '� - Z ' FROMpp No..Pages (Including'Corer) Vp ;' losdres are as'.noted.above:. . • . . .. Please C•a11508�94.6=3561.if enc .. Td WH8S:T T 800E LZ '-"eW 2S9T 9b6eOS: 'ON Xdd DN I dSSN I OWIdUSd: WO DO NOT BACKFILL WALL NEW FLOOR JOIST UNTIL THE FIRST FLOOR, ' • REPAIR STUDDING AND I•___ FOUNDATION SLAB HAVE BEEN COMPLETELY INSTALLED. THREE " THRU BOLTS PER CONNECTION c ° 200@16" OR 2x8@12" STUDS —_ PRESSURE TREATED #2. i I-1 11=1 11=1 i I-III 4 SOUTHERN YELLOW PINE II SHIM SPACE BETWEEN STUD AND WALL'WITH • PRESSURE TREATED NEWLY CAST FOUNDATION WALL WOOD SHIMS 4� s 0 Q. I c VV.AV CRACK FROM ., PREMA,! &I!BACKFILL �t f I L.a a • �L+i'i L?`...�L.a i' _'r:t ( .; CONTRACTOR SHALL BE ?� RESPONSIBLE FOR PROPER—, ° WATERPROOFING O:F WALL ,,, . PRESSURE TREATED BLOCKING ) r : IN`'BETWEEN STUDS UNCUT FACTORY END OF STUD SHALL BEAR ON NEWLY CAST FOOTING FOOTING, a : d ° ° d a 2x4 PRESSURE DO NOT BACKFILL WALL TREATED. CURB UNTIL FLOOR SLAB HAS BEEN CAST AND CURED, TYPICAL SECTION REPAIR OF NEWLY CAST CONCRETE -FOUNDATION WALL THAT WAS CRACKED BY PREMATURE-BACKFILL-'...,! ! " kL tAOF JAMES C. SCHROCK, P.E. " �o . JADES C. SCHAOCK CIVIL,&,STRUCTURAL.,ENIGINEERING STRUCTURAL '_ REPAIR OF FOUNDATION WALL Phone•(508)240-2535 N0.4s913 141 SCHOOL STREET, COTUIT 45 Starlight Lane Fax 508 240-1464 �o 'fir' ,.` FOR: DON BLISS 9 ( ) iss., : 2-14-08 Eastham, MA 02642 jim@jimschrock.com ONX -'�P r,w^t'. :.' '-e,"• ' .i.." k w y.. ...:.-n t ..a'7t(.;r,,.... INE r � Town of Barnstable BARNSTABLE.p: Regulatory Services.. ptE1659. Building .Division. 200 Main Street, Hyannis,MA 02601 Officer 508-862-4038 Fax: 5087-790-6230 Inspection Correction Notice Type of Inspection �fh Location /�/`S��a�c �'T. C�7- Perm itNumb r /d(? � Owner 11 LL 10t.A-A Builder s One notice to remain on job'-Site,one notice on file in Building Department. / The following items need correcting: �1���� J a 160 04-N-r/6 c/ �orS Ts S. O , '2��t U(' t1v 4P_ -CC-1C1A)6 AM'rll)4: QAJ nak�Le Wtr_jQV:r--A -en C 16 �j� "�'I Pos-r(M6r lJc�tn7' t t.vn�P_ .! t0.j �iG�i7l *�, '" .r• ,,fir n ©r8 61�' Y Sa I Aw_,a A) c,b c ,_C S 5u k0j16e7- 0 GLc s .IJ 65A4r-- W ELb L17 _ z'b sMe5�L PGAOAS, 'V t#r&& ¢c 3 rramr xA)sc6- c:)cK6`Z'�, ltt7 ba era LUG haj too .,r tOGG. —adU seri Nzs P-yZ sv- sr cs� C?G4w BA r#- + 6I1� Please call: 508-862-48 for re-inspection: cw���6 r ltiU N ON A u, Inspected by Date SL JAN-04-2008 FR 112:29 Ply KE '8PAN ENERGY 127 Vv'hitcs P.,1111 latilli l�/ 4) 2608Don Blis".1 MX: 502 •1539-ia:32 Strcet, Cott-lit 'This is to cc.3ntil•111 there are no natural gas services to the above addresses. This w<is cwdirrr►cci by a ieE»-es�z�f( ve ot:Keysp, Ftl�~rgyJ. 1 f yiw, l-i lvo aily questims, please call'me at 508-760-7491 , r Sl.ma,l A"'cim till in Vid,&(:' 7ca{'cli.t�ator Ysp't ii f: livery Company 6S C WA 9- NV 9001 s_ --+x-r,+aapti;y .'' �. x'4, . ...yl niq, M •�R �r�'Y. ^.Ve.f'^sai'6+iFi .' fM';yv�';F�9'+' `ka: ".t5tiirtav+r.:�•vvay'".. .j. ' w r v -oFTHE Teti Town of Barnstable BARNSTABLE. ` Regulatory Services - 7 MASS. g. t639. M Building Division - plEO Ay A. 200.Main Street,Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Inspection Correction Notice Type of Inspection �F/�' lyS / Location J y� SCE Crz14' Permit Number Owner S'/L I-i M 4-,%1 Builder One notice to remain on job site,one notice on file in Building Department. The followingitems need correcting:. ICJ U5--nIC-7 r& 6 >'.Un)S AJ,��b F-c:) -rn/,nJ1�f /A)17Fttro -4 t04f -s 0 ti2_ U)A-f c,s --+ra-- - L<)t L-L BC- E:-fAJt 6 H-f;� o N `1 crr4 �� s 01�,i PI-9 I V (I U-t-VW�� -7- 41'0 x / �L r9-Te, L,0±6 ,Lff t - d� Please call- 508-862483�8-for re-inspection. Inspected byJr �``/ P � Date /� �`�4-0 Town of Barnstable Building Department - 200 Main Street EARNSTABLE. * Hyannis, MA 02601 9�, b �' (508) 862-4038 CFO MA'S A Certificate of Occupancy Application Number: 200708198 CO Number: 20080215 Parcel 10: 020086 CO Issue Date: 12105108 Location: 141 SCHOOL STREET Zoning Classification: RESIDENCE F DISTRICT Proposed Use: SINGLE FAMILY HOME Village: COTUIT Gen Contractor: J+B CONSTRUCTION CO. Permit Type: RC00 CERTIFICATE OF OCCUPANCY RES Comments: i I s. Building Department Signature Date Signed t YO1I N OF BAR STABLE Building Application Ref: 200708198 * B.pu2NSTABLE, * Issue Date: O1/10/08 Permit MASS. 16:S) Applicant: J+B CONSTRUCTION CO. �r�FAD► os, pp Permit Number: B 20080078 Proposed Use: SINGLE FAMILY HOME Expiration Date:: 07/09/08 Location 141 SCHOOL STREET Zoning District RF Permit Type: REBUILD HOUSE AFTER TEARDOWN Map Parcel 020086 Permit Fee$ 1,558.00 Contractor J+B CONSTRUCTION CO. Village COTUIT App Fee$ 100.00 License Num 060556 Est Construction Cost$ 380,000 Remarks � I I APPROVED PLANS MUST BE RETAINED ON JOB AND REBUILD HOUSE 4 BEDROOMS TOTAL AFTER REBUILD THIS CARD MUST BE KEPT POSTED UNTIL FINAL INSPECTION 14AS BEEN MADE. WHERE A CERTIFICATE OF OCCUPANCY IS REQUIRED,SUCH Owner on Redord SILLIMAN,GRAHAM C 8L LESLIE A N BUILDING SHALL.NOT BE OCCUPIED UNTIL A FINAL Address: 141 SCHOOL ST INSPECTION HAS BEEN MADE. COTUIT,MA 02635 Application Entered by:. RM Building Permit Issued By: ` �'?` z�Ili IS PERMMIT CONVEYS NO RIG IIT TO OCCUPV ANY,'STREET;ALLY OR SIDEWALK OR ANY'PART THEREOF,EITIIER TEMPORARILY 7RPERMANI NTLY.. ENCROACIILMENTS ON PUBLIC PROPERTY;NOT,SPECIFICALLY PP_RMITTED UNDER THE BUILDING CODE,MUST BE APPROVED BY'TI IE'J U RIS DICTION. STREET OR-ALLY, WELL'AS DEPTH AND:LOCATION OF PUBLIC SEWERS MAYBE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS'' 1"HE 1SSUANICE OF`TI!IS PERMIT DOES NOT RELEASE THE APPLICANT FROM THE CONDITIONS OF.ANY'APPLICABLE SUBDIVISION RESTRICTIONS MINIMUM OF FOUL:CALL INSPECTIONS REQUIRED FOR ALL CONTSTRUCTION WORK: Lt 1.FOUNDATION OR FOOTINGS. 2.ALI,FIREPLACES MUST BE INSPECTED AT THE THROAT LEVEL BEFORE FIRST FLUE LINING IS INSTALLED. 3+,41 iR'NG&PLUMBING INSPECTIONS TO BE COMPLETED PRIOR TO FRAME INSPECTION. 4 HUOR 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 BECOD,IE NULL AND VOID IF CONSTRUCTION WORK IS NOT STARTED WITHIN SIX MONTIIS OF DATE THE PERMIT IS ISSUED AS NOTED ABOVE. PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS DO NOT HAVE ACCESS TO GUARANTY FUND(as set forth in MGL c.142A). BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS l C' 1 J a 1�`-15i el Z by riZ ie-(w4-1 d o $� ►� L'o 6 2 A /'f r/m Afi�t�lyu a►� (� �Q 1< � �`/� �b'' ���1� !� ��O j . G /O .Ol S 5/3old k ? 2 J� d ;,& F//�°SrgaLi� v 6 3 1 Heating Inspection Approvals Engineering Dept Fire Dept 2 fi',� b �S B srd t h . . -, _t�-_g,, l � ��7 „� / �/ �� ` r l�% " V iy �� 1 r �� �� � - � ' � � (, { , i /Rw- �`/ V TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION t t , Map Parcel Application# Health Division ^t Conservation Division Permit# Tax Collector Date Issued Treasurer ` ' Application Fee 3s Planning Dept. Permit Fee Date Definitive Plan Approved by Planning Board Historic-OKH Preservation/Hyannis Project Street Address Village c3�'lJ l Owner�CA�f O man 'Address 19 L , ' YY�� cQ . Telephone pj -�,14 Permit Request I�� �r �C1�I �����LQ bQ q ' Square feet: 1st floor:existing proposed 2nd floor:existing proposed Total new Zoning District Flood Plain Groundwater Overlay Project Valuation. Construction Type Lot Size Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family ❑ Two Family ❑ Multi-Family(#units) Age of Existing Structure Historic House: ❑Yes ❑No On Old King's Highway: ❑Yes ❑No Basement Type: ❑ Full ❑Crawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) Number of Baths: Full:existing new Half:existing n w Number of Bedrooms: existing new i Total Room Count(not including baths):existing new First Floor Room-, ount O. Heat Type and Fuel: ❑Gas ❑Oil ❑ Electric ❑Other Central Air: ❑Yes ❑No Fireplaces: Existing New Existing wood/coal stove: 9-Yesr:,❑No Detached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑exi ting ❑new size Attached garage:❑existing U new size Shed:❑existing ❑new size Other: Zoning Board of Appeals Authorization ❑ Appeal# _ - -= - =---Recorded-❑- _- ,-,- Commercial ❑Yes ❑No If yes, site plan review# Current Use Proposed Use UILDER INFOR�yIATION Nam Telephone Number Address C�a-e ell Pcsnr`7 �c1 License# Home Improvement Con racto Worker's Compensation# �s2� ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO J-4 17 SIGNATURE DATE FOR OFFICIAL USE ONLY I PERMIT N& a DATE ISSI..•ED i MAP/PARCEL NO., E 4 ADDRESS VILLAGE 3 OWNER ' DATE OF INSPECTION: FOUNDATION A) 5ro (c A FRAME if i INSULATION FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL GAS: ROUGH FINAL ' ¢ FINAL BUILDING �✓ DATE CLOSED OUT , ASSOCIATION PLAN NO. i k Town of Barnstable t � Regulatory Services HAM Thomas F.Geller,Director �rE 6319, Building Division Thomas Perry, CBO,Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma.us Office: 50.8-862-4038 Fa-: 508-790-6230 PLAN REVIEW � �o0 70� Owner: STD � � Map/Parcel: D 2- D O Project Address� � s`f?oo l Sr Builder: A ar vs'r--f The following items were noted on reviewing: Reviewed by: Date: Q:Forms:Plnrvw 10/16/2007 11:09 5084301115 PINE HARBOR PAGE 02/02 _ U0. 16. 200712:03PM No. 2071 P. 2 'own•of BAmstable , Repl4tory Services 7 mm B.GeQff,Dlrectu r E b Building DfVWon Tana Parq,Vading ComEmssioner 200 Nlaia sift, A mnais,MA 02601 oTrm 509-962-4038 Fax: 508-790-6230 PennAWMAVIf Date • - ROM AMOVEMVT CONTUAL70R LAW SUYFLEMIT TO PIPAUr APP MATION M L a.142A regL*es.thattlm'4aeonetrvatipq alt tia�,remmatiC04 vlpiiy mmicraintiam,cor msiem, *uproiretaent, ,demohllcA caw acmvtr a ca of an M&ft to any pro-wasting ow=-ooaapicd Wfiffq co=inimg at least one btct=mete&=fbar dweilimg=b m to gMmt arrz which ate Agaw to ewl xddanoe arbwZd be doma by moaemd oon6ceo;ota,with cabin=cpdaw,alotl wig,:other �clnhemaamts• • Type of W=L- ted cast `� Date of Applicatlm. 1�1 I bmby=tif r tl lEtegieaadan�oat r�rad for mo.fn11o�8 zsaaon(s): - ElW ark ach*d by Jaw Tab Under S 1,Q00 , t ownca-orcupicd• �T}mot avm permit Notice ie Wasby►then mar: ONYTOW.PrElY C,T7BI OWNin=mlxlx LwcaNTHTJlmmsmim � CONTRACTOR&WM"PLICAW 310M WROVEN DO NOT HAVE ACC MS TO THE ARMSATION PROMAX OR GVARANW FU14D TMDrR MCL c.14U - �C3N�UAIDSR'PRNALTIFS I I mby apply a pwaft as gqgqt of tie 1D�37 Dale Co*lctoi xkmReg t{�No. Date a Name. • t too/U'li/LF7rJ1 IZ.LO Z:)Uo43CJ1110 r1tVG r1HfCDu1C f-muu EJ.LI uc fAA7, Board o Building One Ashburton PT2 Rm 1301 Boston, Ma 02108-1618 License: CONSTRUGTION SUPERVISOR LIC5NISS Birthdate: 0311411970 Numher CS 073865 Expires-03/14/2008 Restricted To- 1G iAM1;5 R !C�:GRATH204 C�tANBnwST'P33 Tr.no: 15967 Keep top(Vr receipt and change-of address notitivation. _ y hoard of BuxXdin9 la 'ons and St dards -One Ashburton Place -1 Room.13 0 X Boston. Massachusetts 02108 . ; Home Improvement Ca-.tractor Registration RegistOation, 132935 Tyve: Private Corporation EXpirat i0 n: 10/31/2008 McCRATH POST-& BEAM CO. JAMES McGRATH 259 QUEEN ANNE RD, - HARW I CH, MA 02645 , „ Update Address and rtturn card.Mark reason for c Address [] Renewal ❑ ,Employinent E) L v�S-C•a� « ✓em sara,osras-��-r.�nyaAo/� s� s JavrcnaoaucO� a�✓�adoac�u�vcQb Board-of Building Regulatigns and Standards License or registrationvalid for individul use only HOME IMPROVEMr;N7 CONTRACTQR before the expirations daft. If found return to: 3�0'ard of Building Regulations and Standards Registration' 132935 One Ashburton Place Rm 130l Exprradan: 10/3112008 I3osiori,llla•4I08 Type: Private Corporation WGRATH POST&.BEAM 00. JAMES MCGRATtiU ' " ,i' � U 259 QUIrEN ANNE RD. — 07/06/2007 11:19 5084301115 PINE HARBOR PAGE 01/01 -=—-�—���`— . ;�•rre c.vps►rt�►l;W��.=a.a,],��russacr+a�cv�a . . pdrtntent of losdus&fd Acchdehis. . .; . . Office of Inv�s�igQ�ns 600.Washington,Street Boston,.AM.02111 ' www mass-gov/dta Wormers' ptnp asa#ion Insurance AT149vft B►gdei%/Conlraetoras/.EleetricianilPiumbem. • : .:Plea�s�e•P'fittt 'e 'b1- • or Name s�or�nizationllndiviaal):.- C f 1( _.6:Jldm To r c Address:_ 1 Ci /StateJzip• r 6 done ,. Are you.an employci•'t Check thrapProPria#e tiosr. 'Ipe df.project(rgstr : 1. I a>n S CmgilOyC�wiBi 4. ❑ I,am a gentxal cont�actar and I . 6 ❑Nsvr cnnstluction mWtoyocs(*11 andtor part 6= ' bavcfiired the sob-aontract+ars 2,.0. pMprictor or. aoncr? listed on the attached sheet t �� ❑Item�dcliug I atn,a sots• p ship and bane nu.eciiployces These ob-eontradors $. [�.Dcmolitiat� working for me iu any capacity. We a'cow.itlsurand y ❑ BW�g addition o aorkevs'coMV:in=anao S. ❑ We are a corporation and its . l ercised their. 10.❑ElectricatnpaTis or adci ti�tts offkas have ex 3.❑ I am a homes doing all wort right ofcgemrption per MGL 2.❑Plimiliitlg rep2ars or additid= myself[Nowa�kt s' camp: i•(41anAwe have no 12.[�Roofrcpaos' :.. .ctnployet;s.[Na woricca' ,. rciuiied.7 t ❑13. oilier :�.hssuranCs requiral a� if x tt brut atso in ow*e amAm bobw e4aW*ibea,vo� ra►cgik ea4ea poticy mfosmatiaa t Hmnsowneas Wbdd•=bmit dim affi&-*k&cansg they aye d�ell wartt;�d,then bin ouW&gomacwm mast submit a um affidavit cuing such =Cu.ft.tm drat 6&bu m-1 Mwb d—e�ddiit—d sbea 4owiaa"n®a a oftw mb�4recEprs.rid they aarkae MML PdkY WOr:nstipn. I mt evv�fvloyar tltet is prort xg>'►a►hera'compenx r tira�tnauce fot any enep j* a Below i3 the polity axd}ob slte lnfansatlar. •, Insurance Company Name i9medon Policy#or Seif-i is.tk-. wa - - ExPiratioa Date;S„ „ :. Job Site Address:1� I c_ �c� y �� ---- ---- ---- --city/Sra�,� Attac$a copy of the workerst eoampeasatimpo ft dedgration page(showing the poliyy nu.mW aasd exptcation date). Failtme to segue coverage as raiz'red wtdet Suction 25A o f MGL-c- 152 en lad to the ii�>l of e�al penalties of a fine up to si'500.00 alid/or one-year h*risanme t4'as well as cave penalties in the faun of a STOP WORK 0.RDER and a five of up to$250.00 a day against the viotawr Be advised fat a copy of ibis statement may be t4moded to the Office of Iavesdgadow of the DIA for fi=mcc eovGraga Yc ii cation. Ido A"bycer i if 07M� ofperjury that tine 1nf lox provided ebnwe is true avid eerr 5' �. Qfj`lciel use oxb& Do rot iutite in Als area,to be campkgt d,4y ett,y.of tows o�'u� City or ToNn; Permlt/i.itxnse# 1Ssa19g Authority(circle one): 1.Board of Realth 2.Building Departmeat I Gfty/rown Cleric 4.Electrical Inspector.S.Plumbing Inspector 6.Other Contact Per son• Phone#_ I y�FTHETp�, Town of Barnstable y h� Regulatory Services t saxxsr9�, • _ . MAss, Thomas F.Geller,Director 2619. a 19. Building Division Tom Perry, Building Commissioner .200 Main Street, Hyannis,MA 02601 www.town,b arnstabl e.ma,us Office: 508462-403 8 Fax: 508-790-6230 Property Owner Must Complete and Sign This Section If Using A Builder as Owner of the subject property � P rtY hereby authorize y,,AO-f)�)b` to act on m3r behalf, in all matters relative to work authorized by this wilding permit application for. . 1�E Sc1�co Coiu I 111�1k (Address of job) ��atLre of Owner Date Print Name Q10RvIS:O WNFUERMISSION i ' Date: 10/16/2007 Time: 11:38 AM To: @ 9,1,5087717070 R&C Ins. Agoy. Page: 001 R[jj� Client# 20245 MCGRPOS • AC®' U. CERTIFICATE OF LIABILITY INSURANCE 1ATE(MMIDD 0l15107 JYYYY) PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Rogers&Gray Ins.SQ.Dennis ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE 434 Route 134 HOLDER.THIS CERTIFICATE DOES NOT AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BYTHE POLICIES BELOW. P.O.Box 1601 South Dennis,MA 02660-1601 INSURERS AFFORDING COVERAGE NAIL# INSURED INSURERA: St.Paul Travelers Insurance Company McGrath Post&Beam Corp INSURER B: American Home Assurance dba Pine Harbor Wood Products wsuRER c: 259 Queen Anne Rd , INSURERD: Harwich,MA 02645 INSURER E: COVERAGES 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.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. IN SR NODT POLICY EFFECTIVE POLICY EXPIRATION LTR NSRC TYPE OF INSURANCE POLICY NUMBER DATE MMIDDIYY DATE(MMIDDIYYI LIMITS A GENERAL LIABILITY 166003MB400TCT07 01/31/07 01/31/08, EACH OCCURRENCE $1.000 000 X COMMERCIAL GENERAL LIABILITY - DAMAGE TO RENTED PREMISES(Ea_cccurrencel $100 OQO. CLAIMS MADE OCCUR f MED EXP(Any one person) $5 000 .PERSONAL&ADV INJURY $1 000 000 GENERAL AGGREGATE $2 00p 000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMPIOP AGG s2,000,000 POLICY ,"CT LOC AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT ANY AUTO - - (Ea accident) $ r ALL OWNED AUTOS ' BODILY INJURY $ SCHEDULED AUTOS (Per person) HIREDAUTOS - $ BODILY INJURY $ NON-OWNED AUTOS (Per accident) PROPERTY DAMAGE $ (Par accident) - GARAGE LIABILITY - AUTO ONLY-EA ACCIDENT $' ANY AUTO 1 OTHER THAN EA ACC $ AUTO ONLY: AGG $ EXCESS/UMBRELLA LIABILITY EACH OCCURRENCE $ OCCUR ❑CLAIMS MADE - AGGREGATE $ DEDUCTIBLE .. $. RETENTION $ ' $ B WORKERS COMPENSATION AND WC8947347 OT/08/07 07/08/08 X WC STAT IU- OTH- ER- EMPLOYERS LIABILITY - E.L.EACH ACCIDENT $100,000 ANY PROPRIETORIPARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? -• E.L.DISEASE-EA EMPLOYEE $100,000 If Yes,describe under - - SPECIAL PROVISIONS below _ E.L.DISEASE-POLICY LIMIT $500,000 OTHER DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES I EKCLUSIONS ADDED BY ENOORSEM ENT I SPECIAL PROVISIONS RE:Graham Stillman,141 School St.,Cotuit,*MA 02635 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE.THE EXPIRATION Town of Barnstable DATE(HEREOF.-IME ISSUING INSURER WILL ENDEAVOR 70 MAIL 10 DAYS WRITTEN 200 Main Street - _ NOTICE TO THE CERTIFICATE MOLDER NAMED TO THE LEFT,BUT FAILURE TO DO SO SMALL Hyannis,MA 02601 IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER,ITS AGENTS OR 5 REPRESENTATIVES. ' r AUTHORIZED REPRESENTATIVE , ACORD 25(2001108)1 of 2 #S31886/M30180 DMW ACORD CORPORATION 1988 Date: 10/16/2007 Time: 11:38 AM TO: 9,1,5087717070 R&G Ins. Agcry. Page: 002 ti IMPORTANT If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing insurer(s), authorized representative or producer,and the certificate holder, nor does it affirmatively or negatively amend, extend or,after the coverage afforded by the policies listed thereon. ACORD 25-S(2001108) 2 of 2 #S318861WI30180 z FRAMING: Gull n Pine)E3imensio INEOR -CI LOFT 2-%4»�ersQ:e oncenters WOOD PRODUCTS = POST and BEAM SFED (=b for rz'shed widths) • 2"x 4"L'oft Joists 0 4'on centers I61.aIl about the wood (2x6.for rz'shed widths) • 4"x 4"Top Plate Beams ' • 4"x.4"Center Support Posts a.M,�,..- .... :.� • 4" 5"Corner.Posts are 6'r"tall 3 4 "x- "Corner Braces � . . s . e• y; Y i 2 x 4 Wall Purhns z"i 4"Door aad Wndowfi nes • ,. ..'; • S/8"' !eP lly�woo�d flooringsTreated is option F i • z"x b"PT Floor Joists 0 W o.c. (=8 PT for'iu'shed widths) Rough Fiore Trim(primed pine or red cedar is optional) • 8"x 8"Aluminum toxiver vents • Standard Board and Batten Siding clapboards orwhite cedar-shingles are optional r ts` ROOFING: -rN••. . s roof sheathing. . r • Choice of shingles and colors . � f � FREE Pressure'Freated Ramp . kLOTES ?.^`Kis� _ :,y,:.��:ia;t�-<i=:'. ��•.o+m..:'z'.eswir..`'4..`"_!L-iS'x... JtCll.li - �! • and Custom doors and windows are available • Goncrtte Block or optional •Sonotube footings are available With a roofpitch of"42,and including a 4 foot storage loft,.this is the perfect style for the"back rat" The loftprovides storage space for-sma11 and seasonal items such as beach.chairs anal hoses, mobile maintaining optimal wall and f Ivor space.J'bis design adds New England character. ! lye o� n 0. - S 1� N w 30.9' o CONCRETE FOUNDATION TOP FNDN.•_*49.8' o o o '99.76' m 722, to DOST. SHm 99.25' N O - 222.98' N cn O DCE #06-281 FOUNDATION PLOT PLAN PREPARED D(CLUSIVELY FOR THE PURPOSE OF OBTAINING A BUILDING PERMIT, NOT FOR ANY OTHER USE LOCATION 141 SCHOOL STREET (COTUIT) BARNSTABLE, MA SCALE : 1" = 30' DATE : FEBRUARY 8, 2008 REFERENCE ASSESSOR'S MAP 20 PARCEL 86 PREPARED FOR: DEED BOOK 13036 PAGE 149 GRAHAM & LESLIE PLAN BOOK 233 PAGE 93 '1 HEREBY CERTIFY THAT-THE STRUCTURE SILLI SHOWN ON THIS PLAN IS LOCATED ON. THE GROUND AS SHOWN HEREON. TIMOTHY e off 508-362-4541 - - Q H fax 5W 362-9888 - { TTt . a COVELL down cape engineering, inc. N .3803355 ClW ENGINEERS _ �llr�L _ U�� _ /!?L G' / �ESSy Q LAND SURVEYORS �jSl1R 93 t YARMOUTHPORT, MASS.9 Moln Street - DATF RE LAND l (� ��{y y 1 TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map Parcel' 46 Application # Health Divisio n Zao'� - �I Ss' i D3 Date Issued Conservation Division ° Application Fee' Planning Dept. r x Permit Fee Date Definitive Plan Approved by Planning Board Historic - OKH Preservation/Hyannis Project Street Address `- Village Owner� �r� ��P �l��i fkc—. Address Telephone 70 Permit Request Square feet: 1 st floor: existingproposed 2nd floor: existing proposed Total new 7 el Zoning District Flood Plain Groundwater Overlay 3 e, Project Valuation a6 o Construction Type �l��c 4 Lot Size Grandfathered: ❑Yes 0 No If yes, attachpporting documentation. Dwelling Type: Single Family Two Family ❑ Multi-Family(# units) Age of Existing Structure DD . Historic House: 4ale-s ❑ No On Old King Highway: U-'es U No- �-- ya Basement Type: .Hull ❑ Crawl ❑Walkout ❑Other __J M, Basement Finished Area(sq.ft.) Basement Unfinished Area(sq, ) 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 Heat Type and Fuel: ❑Gas ❑Oil ❑ Electric ❑ Other Central Air: ❑Yes ❑ 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 ❑ new size _Shed: ❑ existing ❑ new size _ Other: Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ Commercial ❑Yes ❑ No If yes, site plan review# Current Use - - _ _-Proposed=Use APPLICANT INFORMATION (BUILDER OR HOMEOWNER) Name JrDCFk c(4 Telephone Number Svc 7c5_2 (6D(� Address2e�� D� C—O�, , c QaWLicense#_ CS tiS o Home Improvement Contractor# Worker's Compensation # ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO gCroCe�. SIGNATURE DATE r FOR OFFICIAL USE ONLY APPLICATION# DACE ISSUED , MAP/PARCEL NO. y1 -ADDRESS VILLAGE OWNER i DATE OF INSPECTION: FOUNDATION , s . FRAME } INSULATION w� FIREPLACE ELECTRICAL: ROUGH FINAL—) , PLUMBING: ROUGH FINAL , GAS: ROUGH FINAL 1" re FINAL BUILDING5r� r } DATE CLOSED OUT ASSOCIATION PLAN NO. The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations `� 600 Washington Street Boston, MA 02111 www.mass.gov/dia Workers' Compensation Insurance Affidavit. Builders/Contractors/EIech iciansjplumbex s A licant Information Please Print Le 1 Name (Business orkmizationlindividual): Address L x ��2 City/State zip: �I�L'� C/o Phone.#: 732 (o [LErl you an employer? Ch e-ck the appropriate box Type of project(required): am a employer with 4• ❑ I am a general contractor and I6 ❑Kew conskce�tion employees(full and/or part-time)- �z c hued the stab contractorslisted on the attached sheet 7. ❑Rcmodeling I am a sole proprietor or partner- These sub-contractors have ees and have workers'loy ship and have no employees 8. ❑Demolition working for me in any capacity. employers 9. ❑Building addition . . kers' ir,sirr ancc comp.i�iranee.t o wor camp.� 5. ❑ We are a corporation and its 10_❑Electrical repairs or additions regtnred] officers have exercised their 11.❑Plambing repairs or additions 3.❑ !am a homeowner doing all work .. Myself[No workers' comp. right of exemption per MGL 12.❑Roof repairs insurance required_]t c. 152, §1(4), and we havt norr employees. [No workers' camp.insurance required.] Any applicant that ebr63 box#1 must also fM Dirt the section blow&bowing their wmi=s'eompmsati Dn policy infaM3&tion. t Homeowners who submit this affidavit indicatmg they arm doing all work and thin bite outside eantraetnrs must submit a nm athdavit indicating such. :4--Mtractors that cbeck this box must ati Lcbcd an additional sbcct tbowing the name of the sub-eontraetrna and stale whether ar not those cntitirs have employ=&. If the sub- ontraetars have tmploynes,they must provi dt thair wDTkcTs'comp.policy nranbcr. I am an employer that is providing workers'compensation insurance for my employees. Belaw is the policy and jab site information. lncrrrancG Company Name Policy#or Self-ins. Lic. Expiration Date: Job Site Address: { l City/State/ZiP: �1r9, �tfgzft Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration data). Failure to secure coverage as required-under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine tip to $1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy-of this statement may be forwarded tD the Officc of Investi ti0US of the MA for insttrancc coverage verification. I do hereby certify under the airs and penalizes of perjury that the informadon provided above�e s true and,correct.' Si afore: Date: Phone# Official use only. Do not write in this area, tb be completed by city or town offtciaL City or Town: Pern it/Liceuse# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3. City/Town Clerk 4.Electrical Inspector S.Plumbing Inspector 6. Other Contact Person: • Phone#: C� Massachusetts General Laws chapter 152 requires all cunployers to provide workers'compensation for their employees: ; pursuant to this statute, an employee is defined as "...every person in the service of another under any contract of hire, „ express or implied, oral or writtcn " , An employer is defined as"an individual,partnership, association,.corporation or other legal entity, or any two or more of the foregoing engaged in a joint enterprise, and including the legal represcatativcs of a dcctascd employer, or the receiver or trustee of an individual,partnership, association or other legal entity, employing employees. However the owner of a dwelling house having not mbre than three apartments and who resides therein, or the occupant of the dwelling house of another who employs persons to do maintenance,construction or repair work on such dwelling house or on tIL grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer." MGL chapter 152, §25C(6) also states that"every state or Iocal licensing agency shaII withhold the Issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any applicant who has notproduced•acceptable evidence of compliance with the insurance coverage required." Additionally,MGL ohaptcr 152, §25C(7) states Neither the commonwealth nor any of its political subdivisions shall enter into any contract for,the performance of-public work until acceptable evideacc of compliance with the in-surance requirerrcnts of this chapter have been presented to the coatraF-ting authority." Applicants please fill out the workers' compensation affidavit completely,by checking the boxes that apply to your situation and, if necessary, supply sub-contractor(s)name(s), address(cs) and phone numbers) along with their eerti f eatr,(s) of omm-ance, Limited Liability Companies(LLC) or Limited Liability Partnerships (LLP)with no-employees other than the nambers:or partnctr�, arc not required to carry workers' compensation insurance. If an LLC or LLP does have .mployecs, a policy is required. Be advised that this affidavit may be submitted to the Department of Industrial 4ccidents for confirmation of insurance coverage. Also be sure to sign and date the affidavit The affidavit should )e returned to the city or tDwn that the application for the pem3it or license is being rcqucstrd, not the Department of ndustri.al Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' .ompensaEon policy,please call the Department at the nurnber listed below. Self insured companies should enter their ;ems ins=r,e license number on the appropriate line. ;ity or Toym Officials 'lease be sure that the affidavit is complete and printed Icgibly. The Department has provided a space at the bottom ,f the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant 'ILase be sure to fill in the permiVlicense number which will be used as a reference mimbcr. In addition, an applicant eat must submit multiple permit/license applications in any given year, need only submit cap affidavit indicating current olicy information(if necessary) and under"Job Site Address" the applicant should write"all locations in (city or )wn)."A copy of the affidavit that has been offi cially stamped or marked by the city or town may be provided to the pplicaut as proof that a valid affidavit is on file for future permits or licenses. A new affidavit must be filled out each ear.Wher-:a home owner or citizen is obtaining a license or permit not related fo any business or commercial venture _c. a dog license or pmmit to born leaves etc.) said person is NOT required to complete this affidavit he Office of Investigations would h7ke to thank you in advance for your cooperation and should you have any questions, (cast do not hcsit At to give us a call is Department's address, tcicphonc•and fax number. The Cammonw-Wth of Massachusetts Dg3eztment of Industrial Accidents Office of Lttvestigadorns 600 Washington Street Boston, MA 02111 TeI. # 617-727-49-0.0 ext 4-06 w 1-M-NIASSAFF Fax# 617-727-7749� .;d 11-22-05 www.mas$ .g-ov/dia Town of Barnstable ` Regulatory Services vMAS& , Thomas F. Geiler,Director. Building Division Tom Perry, Building Commissioner 200 Main Street, Hyannis, MA 02601 www.towri.barnstable-ma.us Office: 508-862-403 8 Fax: 508-790-623 0 Property Owner Must Complete and Sign This Section Zf Using A Builder 1 �5��e ` 1� min , as Owner of the subject property eL ff 6.61,NG .l`X hereby authorize to act on my behalf, in all matters relative to work authorized by this building permit application for: (Address of Job) c Signature of Owner Date -Les) ,e A . W. S , i Print Name If Property Owner is applying for permit please complete the Homeowners License Exemption Form on the reverse side. Town of Barnstable Regulatory Services awxrtsrwsr�, Thomas F. Geiler,Director r� Building Division Y� r 63 g- l�� . PTFO► �a Tom Perry,Building Commissioner 200 Main Street, Hyannis, MA 02601 www.town.barnstable.ma.us Mice: S08-862-4038 Fax: 508-790-6230 HOMEOWNER LICENSE EXEMPTION Please Print DATE: JOB LOCATION: number Siicet 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 per 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 iu 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 buildin>?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 be/she will comply with'said procedures and requirements. i Sienatvrr.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 arson from the provisions T this section (Section 1 o9.l.l -Uccosing of construction Supervisors);provided that if the homeowner engages a peess)for hire to do such cork,that such Homeowner shall act as supwisor:" Many homcowna who use this exemption are unaware that they are assuming the responstbilitics of a supervisor(sec Appendix Q, s .ulcs&Regulations for Licensing Construction Supervisors,Section 2.15) This lack of awareness often results in serious problems,particularly ,hcn the homeowner hires unlicensed persons. In this case,our Board cannot proceed against the unlicensed person as it would with a licensed L upervisor. The homeowner acting as Supervisor is ultimately responsible. To ensure that the homeowner is fully aware of his/her responsibilities,many communitiu require,as part of the permit application, at 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 vcral towns. You may care t amend and adopt such a fomn/ccrtification for use in your community. l ACOED,, CERTIFICATE OF LIABILITY INSU"NCE DAYE(M7 os PRODUCER THIS CERTIFICATE IS ISSUM AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE Schell* Insurance Agrency, Inc HOLDER THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 11.6 Long .Pond-Rd ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW F 0 Box 887 Plymouth, M 02362-088 _ 1NSURERSAFFORDINGCOVERAGE NAIC# INSURED INSURERA: NatUtilUSY Insurance Com an Donald Bliss ;INSURERB: Hartford Underwriters ins,,,Co _ PO BOX 809 INSURERC: Forestdale, Ma 02644 INSURERD INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN 1$$VED TO THE iNSUREO 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.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. I INSR ' FOUGN£FFECTR PODGY EXP A11 LTR ADD0N� YYPEOPINSURANCE POLICY NUMBER ` LIMITS 6ENERALLIABILITY EACH OCCURRENCE 5 .�.000,000 DAMAGE TO RENTED x I COMMERCIAL GENERAL LIABILITY ffZ FM lSp.( a _.uran el_,. s 50,000 A CLAIMS MADE �OCCUR INC798039 5/16/08 5/16/09 _m ExP(Arou,erxr�n} s 5 000 _.. I _ I PERSONAL&ADVNJURY $ 1,000,000 I GENE RALAGQRBGATE is 2,000,000 PRmUCTS.COMPiOPAGG s 1,000,000 GEhJ'L AGuREOATB LJdfT AFPUES PER: I _.-„ POLICY I JF LOC AUTOMOOILELIAMUTY CCMt'JN.'-DSNGEELhtJf 3 ANY AUTO (Oi2CCldert) ALL OiAN ED AUTOS SO DI LY N JUR Y I SCHEDULEDAUTOS (R,rparaaU _ I ly HIRED AUTOS BOOLYNJURY S NON-OWNEUAUTOS (par a=i rd) PR CP ERTY WAIAC£ $ I 11 ifOr aaci�rd j ISA2 &LIABILITY AU TO0NLY-EAACCD@NT5 ANYAUTO OTI-ERTHAN EAACC $ AUTO 0NLY: AGO S ptCESS1UMBRELLA LIABILITY EACH 0CC URR'ENCE S _ OCCUR CLAIMS MADE I ( I AGGREGATE $ J - DEDUCTIBLE - RETENTION $ WORKERS COMPENSATION;19 T R v.» YWIT r �pER B EMPLOYERS'LIABILITY TO BE ASSTCNED 6/28/08 6/28/09 EL.FACHACCIDENT $ 100,000 ANY PROPMETORIPARTNERJEXECUTIVL OFFICERIMEMBER EXCLUDED? X EL NSEAEE'.EAENFLOIEE_ 5•_ 1O0 r 00Q� dow-':eLL ELDIStA -POLICY LMIY S 500,000 SFE�WL PROVISIONS t4av OTHER i DESCRIPTION OF OPERATIONS 1 LOCATONS J VEHICLES!EXCLUSIONS ADDED EY ENGORSEMENTI SPECIAL PROVISIONS Donald S1isS, owner is not covered for workmaris comA i CERTIFICATEHOLUR CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED P01101 CELLED BEFORE THE EXPIRATION Town Of Barnstable DATE THEREOF,THE ISSUING INSURE LL ENDEAV TO MN 10 DAYS WRITTEN 11 Fast Main St NOTICE TO THE CERTIFICATE H ER NAMED TO E LE U FAILURE TO DO 80 SHALL Hyannis Ma 11APOSE NO OBLIGATION 0 LIABILITY OF ANY NO U N E INSURER,ITS AGENTS OR REPRESENTATIVES. AUTHORIZED REPRE$ TATIVE m ACORD CORPORATION 1988 ACORD 25(2001/08) ZO 39dd 30NC'1dnSNI 3113HOS OEE690LBOS SP_:61 800Z/LO/40 Boar o u�ge lat/ons an Wn �ars One Ashburton Place - Room 1301 Boston. Massachusetts 02108 Home Improvementontractor Registration - - Registration: 158212 Type: DBA Expiration: 12/27/2009 Trl/ 262640 DONALD BLISS REMODELING f } DONALD BLISS P.O. BOX 809 FORESTDALE, MA 02644 �, =1 m ,,= �' f _ - u. A: ,"J Update Address and return card.Mark reason for change. Address Fj Renewal Employment ❑ Lost Card :A7 0 50M-07/07-PC8490 J , t - r4;Board of Building Regulations and St�andards- t t Construction'SupervisorLicense _ License,CS 60556 F 1 Birthdate-—31A 1963 r= Expi tlo 3 121) Tr# 11819. I , F �R stnc ion DONALD T BLISSIJF :. PO BOX 809 FORESTDALE,MA 02644, Coininissioner , r t s <�>>.45, LOT AREA 20,351 SFt 00 N N W O o° DWELLING ti�ry UNDER CONSTRUCTION 99.76' 2 EXISTING 15.5'� BLDG. EXISTING SHED 1 N 99.25' Ih 222.98' PLOT PLAN SHOWING NEW OUT- BUILDINGS PREPARED EXCLUSIVELY FOR THE BUILDING DEPT., NOT .FOR ANY OTHER USE • LOCATION 141 SCHOOL STREET (COTUIT) BARNSTABLE, MA SCALE : 1" 30' DATE : JULY 10, 2008 PREPARED FOR: REFERENCE ASSESSOR'S MAP 20 PARCEL 86 DEED BOOK 13036 PAGE 149 GRAHAM & LESLIE PLAN BOOK 233 PAGE 93 1 HEREBY CERTIFY THAT THE STRUCTURE SILLI SHOWN ON THIS PLAN IS LOCATED ON THE GROUND AS SHOWN HEREON. �'(NOF4f4SS9 off 508-362-4541 fox 508 362-9880 0� TIMOTHY cy down cape engineering, inc. C/V/L ENGINEERS _ _ (� 20 ___ ____— LAND SURVEYORS T �` 939 Main Street — YARMOUTHPORT, MASS. ATE REG. ND S OUT ZRLt t c,t�,tfo G 4 J M - Gb H Q.. SNowER TOWN OF BARNSTABLE BUILDING PERMIT AP LICA ON I �. ��u �007C� Map o� Parcel f��d R �4pplication# 0 v Health Division Date Issued ( I b `off Conservation Division (��� Application Fee CIO Tax Collector ~ r}- :; Permit Fee-' A, J S03 Treasurer Planning Dept. Date Definitive Plan Approved by Planning Board - Historic-OKH Preservation/Hyannis Project Street Address 1,C,)40 ' Village Owner( fir-& � !QIlkh , .,' Address 81 Telephone " 5: Permit Request `, t4 r; Square feet: 1 st floor:existing t UU proposed low"2nd floor:existing proposed Total new Zoning District Flood Plain Groundwater Overlay Project Valuation Construction Type LJcP � t. Lot Size Grandfathered:' O Yes ❑No If yes, attach supporting documentation. Dwelling Type: Single Family 0"' Two Family ❑ Multi-Family(#units) y�Age of Existing Structure /Do Historic House: '❑Yes ❑No On Old King's Highway: ❑Yes ®-bo Basement Type: If'Full ❑Crawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) Number of Baths: Full:existing 0- new Half:existing C, new Number of Bedrooms: existing_ new r' )�O-k'c e A(�j Xel6u-«-r-d -Total Room Count(not including baths):existing new_� First Floor Room Count 1 �� Meat Type and Fuel: 63 Gas ❑Oil ❑Electric ❑Other Central Air: ❑Yes d"No Fireplaces: Existing New Existing wood/coal stove: ❑Yes ❑No Detached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑existing ❑new size Attached garage:gxisting ❑new size Shed:Bexisting ❑new size/ k( Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ Commercial ❑Yes ❑No If yes, site plan review# �z Current Use, Proposed Use BUILDER INFORMATION Name Telephone Number Address Al< License# 6S 60�& Home Improvement Contractor# Worker's Compensation# ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO $IGN—AT E f DAT_-_E� J Q-,)-0� i } FOR OFFICIAL USE ONLY APY 'CATION# DA ISSUED MAP/PARCEL N0. t•' ADDRESS VILLAGE G OWNER 4k DATE OF INSPECTION: FOUNDATION i3,Co �/07fo�iaAoc�i� hfab 7'�°�Q,t,`,F,®j 3� y?�/���L' ,ltWlrlN� s lfrlwox - Y010"k �vuNdfiPi FRAME a f G . p�► i •�Fl �8 i�Eps�r� L'oy r1e INSULATION FIREPLACE 2R41�& 0k� ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL J r " GAS: ROUGH FINAL z FINAL BUILDING /�l apt •s' e �lS( a . DATE CLOSED OUT ASSOCIATION PLAN NO. 1 r f �' "'Y ?'+'�hr "Y'? A 1 7�..r N''�. {�yt:.�w ,�"`q•: `�::'i'�-°.r „�� .T ."•'f'"`P yyy�ptMETp� Town of Barnstable BARNSTABLE. • Regulatory Services ices MASS. bA Building Division 200 Main Street, Hyannis, MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Inspection Correction Notice - -- - Type of Inspection Location IV/ -T/ i_ .�? r. Permit Number Owner STt CL, ku- Builder N: isr,Q One notice to remain on job site, one notice on file in Building Department. The following items need correcting: IRE 5t6 E �I C) j Please call: 508-862-40 for re-inspection. �A Inspected bRuqtll�l Y X l C Date I to L i Roof Beam[99 BOCA National Building Code(97 NDS)1 Ver: 7.01.14 Bv: KMW,Archi-Tech on:06-09-2008 : 12:03:26 AM Project: SILLIMAN-Location: (1) 14.5'struct.valley at mstr. bedrm. Summary: (2) 1.75 IN x 11.875 IN x 14.5 FT (Actual 15.7 FT) /1.9E Microlam-iLevel Trus Joist Section Adequate Bv:68.9% Controlling Factor: Moment of Inertia/Depth Required 9.97 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Span Deflections: Dead Load: DLD-Center= 0.19 IN Live Load: LLD-Center= 0.27 IN=U685 Total Load: TLD-Center= 0.46 IN=U405 Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2112 LB Dead Load: DL-Rxn-A= 1425 LB Total Load: TL-Rxn-A= 3537 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 1.35 IN Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1056 LB Dead Load: DL-Rxn-B= 764 LB Total Load: TL-Rxn-B= 1820 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.69 IN Beam Data: Span: L= 14.5 FT Maximum Unbraced Span: Lu= 0.0 FT Beam End Elevation Diff.: EL= 6.01 FT Live Load Deflect. Criteria: U 300 Total Load Deflect. Criteria: U 240 Roof Loading: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Rafter Length (Hip/Vallev)-Side One: RL1= 10.3 FT Tributary Width Based on full span of rafters. Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Rafter Length (Hip/Vallev)-Side Two: RL2= 10.3 FT Tributary Width Based on full span of rafters. Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 14 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 15.7 FT Beam Triangular Live Load Adjusted for Slope: TRL= 437 PLF Beam Triangular Dead Load Adjusted for Slope: TRD= 253 PLF Beam Uniform Dead Load Adjusted for Slope: wD_adj= 13 PLF Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc,-Perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2994 PSI Adjustment Factors: Cd=1.15 CF=1.00 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 9947 FT-LB 7.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2703 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 39.86 IN3 S= 82.26 IN3 Area(Shear): Areq= 12.37 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 289.19 IN4 :1SIAI( 1= 488.41 IN4 9S :6 WV 0 I ti�nr 600Z Combination Roof and Floor Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.14 Bv: KMW,Archi-Tech on: 06-09-2008 : 12:04:08 AM Project: SILLIMAN-Location: (2) 12'bm. @ linen/w.i.c. Summary: (2) 1.75 IN x 11.875 IN x 12.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:46.2% Controllinq Factor: Moment of Inertia/Depth Required 10.46 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.12 IN Live Load: LLD= 0.20 IN =U703 Total Load: - TLD= 0.33 IN = U439 Reactions(Each End): Live Load: LL-Rxn= 2445 LB Dead Load: DL-Rxn= 1474 LB Total Load: TL-Rxn= 3919 LB Bearing Length Required(Beam only, support capacity not checked): BL= 1.49 IN Beam Data: Span: L= -12.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 300 Roof Loadinq: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 10.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 2.25 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 20.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 2.0 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 'PLF Beam Loads: Roof Uniform Live Load: wL-roof= 368 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 213 PLF Floor Uniform Live Load: wL-floor= 40 PLF Floor Uniform Dead Load: wD-floor- 20 PLF Beam Self Weiqht: BSW= 13 PLF Combined Uniform Live Load: wL= 408 PLF Combined Uniform Dead Load: wD= 246 PLF Combined Uniform Total Load: wT= 653 PLF Controllinq Total Desiqn Load: wT-cont= 653 PLF Properties For: 1.9E Microlam-iLevel Trus Joist Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2994 PSI Adjustment Factors: Cd=1.15 CF=1.00 Fv': Fv'= 328 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controllinq Moment: M= 11758 FT-LB 6.0 ft from left support , Critical moment created by combining all dead and live loads. Controllinq Shear: V= 3292 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections:. Section Modulus(Moment): Sreq= 47.12 IN3 S= 82.26 IN3 Area(Shear): Areq= 15.07 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 334.12 IN4 1= 488.41 IN4. Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 7.01.14 Bv: KMW,Archi-Tech on:06-09-2008 : 12:04:47 AM Project: SILLIMAN-Location: (3) 11'bm. @ upper hall Summary: (2) 1.75 IN x 11.875 IN x 11.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate Bv:41.8% Controllinq Factor: Section Modulus/Depth Required 9.97 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.10 IN Live Load: LLD-Center- 0.15 IN =U852 Total Load: s TLD-Center= 0.26 IN = U516 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3297 LB Dead Load: DL-Rxn-A= 2071 LB Total Load: TL-Rxn-A= 5368 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 2.04 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1494 LB Dead Load: DL-Rxn-B= 951 LB Total Load: TL-Rxn-B= 2445 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.93 IN Beam Data: Center Span Lenqth: L2= 11.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL2= 135 PLF Dead Load: wD-2= 68 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 216 PLF Point Load 1 Live Load: PL1-2= 2202 LB Dead Load: PD1-2= 1579 LB Location(From left end of span): X1-2= 3.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 368 PLF Left Dead Load: TRD-Left-1-2= 184 PLF Riqht Live Load: TRL-Riqht-1-2= 368 PLF Riqht Dead Load: TRD-Right:1-2= 184 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 3.0 FT Load Lenqth: C-1-2= 3.0 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controllinq Moment: M= 12590 FT-LB 3.08 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 4692 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 58.02 IN3 S= 82.26 IN3 Area(Shear): Areq= 24.70 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 283.81 IN4 1= 488.41 IN4 Roof Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:03:29 AM Project: SILLIMAN- Location: (4)Ship at upper hall Summary: 1.5 IN x 9.25 IN x 3.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:512.3% Controlling Factor:Area/Depth Required 2.81 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN =U45605 Total Load: TLD= 0.00 IN = U16875 Reactions(Each End): Live Load: LL-Rxn= 90 LB Dead Load: DL-Rxn= 153 LB Total Load: TL-Rxn= 243 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.38 IN Beam Data: Span: L= 3.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 38. : 12 Live Load Deflect. Criteria: U 240 - Total Load Deflect.Criteria: U 180 Roof Loadinq: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 1.0 FT Roof Live Load-Side Two: LL2 30.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 1.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weiqht: BSW= 3 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladj= 3.0 FT Beam Uniform Live Load: wL= 60 PLF Beam Uniform Dead Load: wD_adi= 102 PLF Total Uniform Load: wT= 162 PLF Properties For:#2-Spruce-Pine-Fir , Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1107 PSI Adjustment Factors:Cd=1.15 CF=1.10 Fv': - Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 182 FT-LB 1.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 122 LB At a distance d from support. Critical shear created by combining all dead and live loads. ,. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 1.98 IN3 S= 21.39 IN3 Area(Shear): Areq= 2.27 IN2 A= 13.88 IN2 Moment of Inertia(Deflection): Ireq= 1.06 IN4 1= 98.93 IN4 A Combination Roof and Floor Beamf 99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.14 By: KMW,Archi-Tech on:06-09-2008 : 12:04:10 AM Proiect: SILLIMAN-Location: (5)5.5'bm. @ bedrm.4 dormer Summary: 1.75 IN x 9.25 IN x 5.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 121.1% Controlling Factor: Section Modulus/Depth Required 6.38 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.05 IN=U1428 Total Load: TLD= 0.07 IN=U913 Reactions(Each End): Live Load: LL-Rxn= 1354 LB Dead Load: DL-Rxn= 764 LB Total Load: TL-Rxn= 2119 LB Bearing Length Required(Beam only, support capacity not checked): BL= 1.61 IN Beam Data: Span: L= 5.5 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loadinq: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 10.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 1.25 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 20.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 7.75 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 338 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 195 PLF Floor Uniform Live Load: wL-floor= 155 PLF Floor Uniform Dead Load: wD-floor= 78 PLF Beam Self Weiqht: BSW= 5 PLF Combined Uniform Live Load: wL= 493 PLF Combined Uniform Dead Load: wD= 278 PLF Combined Uniform Total Load: wT= 770 PLF Controllinq Total Desiqn Load: wT-cont= 770 PLF Properties For: 1.9E Microlam-iLevel Trus Joist Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3098 PSI Adjustment Factors:Cd=1.15 CF=1.04 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 2913 FT-LB 2.75 ft from left support Critical moment created by combining all dead and live loads. ` Controllinq Shear: V= 1525 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 11.28 IN3 S= 24.96 IN3 Area(Shear): Areq= 6.98 IN2 A= 16.19 IN2 Moment of Inertia(Deflection): Ireq= 37.94 IN4 1= 115.42 IN4 , Combination Roof and Floor Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008: 12:04:12 AM Project: SILLIMAN-Location: (7)5.5'bm. @ bedrm.4 Summary: 1.75 IN x 9.25 IN x 5.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 108.3% Controlling Factor: Section Modulus/Depth Required 6.51 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.05 IN=U1346 Total Load: TLD= 0.08 IN= U860 Reactions(Each End): Live Load: - LL-Rxn= 1437 LB Dead Load: DL-Rxn= 812 LB Total Load: TL-Rxn= 2249 LB Bearing Length Required(Beam only, support capacity not checked): BL= 1.71 IN Beam Data: Span: L= 5.5 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loadinq: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 10.0 FT Roof Live Load-Side Two: - RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 2.25 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 20.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 7.75 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 368 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 213 PLF Floor Uniform Live Load: wL-floor= 155 PLF Floor Uniform Dead Load: wD-floor= 78 PLF Beam Self Weiqht: BSW= 5 PLF Combined Uniform Live Load: wL= 523 PLF Combined Uniform Dead Load: wD= 295 PLF Combined Uniform Total Load: wT= 818 PLF Controllinq Total Desiqn Load: wT-cont= 818 PLF Properties For: 1.9E Microlam-iLevel Trus Joist Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3098 PSI Adjustment Factors: Cd=1.15 CF=1.04 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: ' Controllinq Moment: M= 3092 FT-LB 2.75 ft from left support Critical moment created by combining all dead and live loads. , Controllinq Shear: V= 1619 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 11.98 IN3 S= 24.96 IN3 Area(Shear): Areq= 7.41 IN2 A= 16.19 IN2 Moment of Inertia(Deflection): ireq= 40.27 IN4 1 115.42` IN4 1 , Roof Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:03:31 AM Project: SILLIMAN-Location: (7)4'hip @ mstr. bedrm. Summary: (2) 1.5 IN x 9.25 IN x 4.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 391.2% Controllinq Factor:Area/Depth Required 3.26 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN= U25653 Total Load: TLD= 0.01 IN =U9443 Reactions(Each End): Live Load: LL-Rxn= 180 LB Dead Load: DL-Rxn= 309 LB Total Load: TL-Rxn= 489 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.38 IN Beam Data: Span: L= 4.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 38., : 12 Live Load Deflect. Criteria: U - 240 Total Load Deflect. Criteria: U 200 Roof Loadinq: Roof Live Load-Side One: -LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 1.5 FT Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 1.5 FT Roof Duration Factor: Cd= 1.15 Beam Self Weiqht: BSW= 5 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladj= 4.0 FT Beam Uniform Live Load: wL= 90 PLF Beam Uniform Dead Load: wD_adi= 154 PLF Total Uniform Load: wT= 244 PLF Properties For:#2-Spruce-Pine-Fir Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1107 PSI Adjustment Factors: Cd=1.15 CF=1.10 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 489 FT-LB 2.0 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 303 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 5.30 IN3 S= 42.78 IN3 Area(Shear): Areq= 5.65 IN2 A= 27.75 IN2 Moment of Inertia(Deflection): Ireq= 4.19 IN4 1= 197.86 IN4 R Combination Roof and Floor Beam(99 BOCA National Building Code(97 NDS)J Ver: 7.01.14 Bv: KMW,Archi-Tech on:06-09-2008: 12:04:14 AM Project: SILLIMAN-Location: (8)6.25'bm. @ bedrm 4 Summary: 1.75 IN x 9.25 IN x 6.25 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 109.1% Controlling Factor: Section Modulus/Depth Required 6.79 In Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.06 IN= L/1198 Total Load: TLD= 0.10 IN=L/759 Reactions(Each End): Live Load: LL-Rxn= 1250 LB Dead Load: DL-Rxn= 722 LB Total Load: TL-Rxn= 1972 LB Bearing Length Required(Beam only, support capacity not checked): BL= 1.50 IN Beam Data: Span: L= 6.25 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect.Criteria: L/ 360 Total Load Deflect. Criteria: L/ 300 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 10.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 1.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 20.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 3.5 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 330 PLF Roof Uniform Dead Load (Adjusted for roof pitch): y wD-roof= 191 PLF Floor Uniform Live Load: wL-floor= 70 PLF Floor Uniform Dead Load: wD-floor= 35 PLF Beam Self Weight: BSW= 5 PLF Combined Uniform Live Load: wL= 400 PLF Combined Uniform Dead Load: wD= 231 PLF Combined Uniform Total Load: wT= 631 PLF Controlling Total Design Load: wT-cont= 631 PLF Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3098 PSI Adjustment Factors: Cd=1.15 CF=1.04 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 3081 FT-LB 3.125 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1499 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 11.94 IN3 S= 24.96 IN3 Area(Shear): Areq= 6.86 IN2 A= 16.19 IN2 Moment of Inertia(Deflection): Ireq= 45.61 IN4 1= 115.42 IN4 Multi-Span Floor Beamf 99 BOCA National Building Code(97 NDS)]Ver: 7.01.14 Bv: KMW,Archi-Tech on: 06-09-2008 : 12:07:53 AM Proiect: SILLIMAN-Location: (9) 14.5'bm. @ mstr. bedroom ceiling Summary: (3) 1.75 IN x 9.25 IN x 14.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate Bv:4.7% Controlling Factor:Area/Depth Required 8.84 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.17 IN Live Load: LLD-Center= 0.23 IN=U749 Total Load: TLD-Center= 0.40 IN=U434 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A=.. 5309 LB Dead Load: DL-Rxn-A= 3545 LB Total Load: TL-Rxn-A= 8855 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 2.25 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 571 LB Dead Load: DL-Rxn-B= 453 LB Total Load: TL-Rxn-B= 1024 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.26 IN Beam Data: Center Span Length: L2= 14.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 14.5 FT Live Load Deflect. Criteria: U 480 Total Load Deflect.Criteria: U 360 Center Span Loading: Uniform Load: Floor Live Load: ' FLL-2= 20.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2 0.66 FT Beam Self Weight: BSW= 15 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 26 PLF Total Dead Load: wD-2= 13 PLF Total Load: wT-2= 55 PLF Point Load Live Load: PL-2= 5497 LB Dead Load: PD-2= 3587 LB Location(From left end of span): X-2= 1.0 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fcm-perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2694 PSI Adjustment Factors: Cd=1.00 CF=1.04 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 8823 FT-LB 1.015 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2. Controlling Shear: V= 8815 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 39.30 IN3 S= 74.87 IN3 Area(Shear): Areq= 46.39 IN2 A= 48.56 IN2 Moment of Inertia(Deflection): Ireq= 286.91 IN4 1= 346.26 IN4 Combination Roof and Floor Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.14 Bv: KMW,Archi-Tech on: 06-09-2008 : 12:03:53 AM Project: SILLIMAN-Location: (10)8.5'bm. @ mstr. bedrm. Summary: (2) 1.75 IN x 9.25 IN x 8.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 74.9% Controllinq Factor: Moment of Inertia/Depth Required 7.68 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.12 IN=U828 Total Load: TLD= 0.19 IN = U525 Reactions(Each End): Live Load: LL-Rxn= 1955 LB Dead Load: DL-Rxn= , 1131 LB Total Load: TL-Rxn= 3086 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.18 IN Beam Data: Span: L= 8.5 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loadinq: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 10.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 1.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: M FLL1= 20.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 6.5 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 330 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 191 PLF Floor Uniform Live Load: wL-floor= 130 PLF Floor Uniform Dead Load: wD-floor= 65 PLF Beam Self Weiqht: BSW= 10 PLF Combined Uniform Live Load: wL= 460 PLF Combined Uniform Dead Load: wD= 266 PLF Combined Uniform Total Load: wT= 726 PLF Controllinq Total Desiqn Load: wT-cont= 726 PLF Properties For: 1.9E Microlam-iLevel Trus Joist Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3098 PSI Adjustment Factors: Cd=1.15 CF=1.04 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 6558 FT-LB 4.25 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 2531 LB At a distance d from support. Critical shear created by combining all dead and live loads. , Comparisons With Required Sections: Section Modulus(Moment): Sreq= 25.40 IN3 S= 49.91 IN3 Area(Shear): - Areq= 11.58 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq=. 132.00 IN4 1= 230.84 IN4 Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.14 Bv: KMW,Archi-Tech on: 06-09-2008 : 12:03:55 AM Project: SILLIMAN-Location: (11)8'bm. @ mstr. bathrm. Summary: (2) 1.75 IN x 9.25 IN x 8.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate Bv: 126.2% Controlling Factor: Moment of Inertia/Depth Required 7.05 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.05 IN Live Load: LLD= 0.09 IN=U1069 Total Load: TLD= 0.14 IN=U679 Reactions(Each End): Live Load: LL-Rxn= 1710 LB Dead Load: DL-Rxn= 983 LB Total Load: TL-Rxn= 2693 LB Bearing Length Required(Beam only, support capacity not checked): BL= 1.03 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect.Criteria: L/ 360 Total Load Deflect. Criteria: U 300 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 7.5 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 1.75 FT Roof Duration Factor: Cd-roof 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 20.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 7.5 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= • 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 278 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 161 PLF Floor Uniform Live Load: wL-floor= 150 PLF Floor Uniform Dead Load: wD-floor= 75 PLF Beam Self Weight: BSW= 10 PLF Combined Uniform Live Load: wL= 428 PLF Combined Uniform Dead Load: wD= 246 PLF Combined Uniform Total Load: wT= 673 PLF Controlling Total Design Load: wT-cont= 673 PLF Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E_, 1900000 PSI Stress Perpendicular to Grain: Fc-perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3098 PSI Adjustment Factors: Cd=1.15 CF=1.04 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 5386 FT-LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2208 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 20.86 IN3 S= 49.91 IN3 Area(Shear): Areq= 10.11 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 102.03 IN4 1= 230.84 IN4 a Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.14 By: KMW,Archi-Tech on:06-09-2008: 12:03:57 AM Protect: SILLIMAN-Location: (12)9'bm. @ mstr. bathrm. Summary: (2) 1.75 IN x 9.25 IN x 9.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:67.7% Controlling Factor: Moment of Inertia/Depth Required 7.78 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.08 IN Live Load: LLD= 0.14 IN= U792 Total Load: TLD= 0.21 IN=U503 Reactions(Each End): Live Load: LL-Rxn= 1823 LB Dead Load: DL-Rxn= 1047 LB Total Load: TL-Rxn= 2870 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.09 IN Beam Data: Span: L= 9.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 7.5 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 1.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 20.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 7.5 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 255 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 148 PLF Floor Uniform Live Load: wL-floor= 150 PLF Floor Uniform Dead Load: wD-floor= 75 PLF Beam Self Weight: BSW= 10 PLF Combined Uniform Live Load: wL= 405 PLF Combined Uniform Dead Load: wD= 233 PLF Combined Uniform Total Load: wT= 638 PLF Controlling Total Design Load: wT-cont= 638 PLF Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3098 PSI Adjustment Factors:Cd=1.15 CF=1.04 Fv': Fv'= 328 PSI Adiustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 6457 FT-LB 4.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2411 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 25.01 IN3 S= 49.91 IN3 Area(Shear): Areq= 11.03 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 137.61 IN4 1= 230.84 IN4 Multi-Span Roof Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.14 By: KMW,Archi-Tech on:06-09-2008 : 12:08:16 AM Proiect: SILLIMAN-Location: (13)6'bm.2 bedroom 2 Summary: (2) 1.75 IN x 9.25 IN x 6.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:217.9% Controllinq Factor: Section Modulus/Depth Required 5.19 In •Laminations are to be fully connected to provide uniform transfer of loads to'all members Center Span Deflections: Dead Load: DLD-Center 0.02 IN Live Load: LLD-Center= 0.04 IN =U1872 Total Load: TLD-Center- 0.06 IN =U1174 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1525 LB Dead Load: DL-Rxn-A= 912 LB Total Load: TL-Rxn-A= 2437 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 0.93 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 3045 LB Dead Load: DL-Rxn-B= 1785 LB Total Load: TL-Rxn-B= 4829 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.84 IN Beam Data: Center Span Lenqth: L2= 6.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.0 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof: RP= 7. : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Center Span Loading: Uniform Load: Roof Live Load: RLL-2= 30.0 PSF Roof Dead Load: RDL-2= 15.0 PSF Roof Tributary Width Side One: Trib-1-2= 8.75 FT Roof Tributary Width Side Two: - Trib-2-2= 6.5 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 458 PLF Total Dead Load(Adjusted for Roof Pitch): wD-2= 265 PLF Total Load: wT-2= 732 PLF Point Load Live Load: PL-2= 1824 LB Dead Load: PD-2= 1047 LB Location(From left end of span): X-2= 5.5 FT Properties For: 1.9E Microlam-iLevel Trus Joist " Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3098 PSI Adjustment Factors: Cd=1.15 CF=1.04 Fv': Fv'= 328 PSI Adiustment Factors:Cd=1.15 Design Requirements: Controllinq Moment: M= 4053 FT-LB 3.3 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 1909 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 15.70 IN3 S= 49.91 IN3 Area(Shear): Areq= 8.74 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 39.34 IN4 1= 230.84 IN4 _ r Multi-Span Roof Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:08:18 AM Project: SILLIMAN-Location: (14) 12'struc. rafter @ bedroom 2 Summary: (2) 1.75 IN x 9.25 IN x 12.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 53.5% Controlling Factor:Area/Depth Required 7.15 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.13 IN Live Load: LLD-Center= 0.20 IN= U707 Total Load: TLD-Center= 0.33 IN=U432 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 618 LB Dead Load: DL-Rxn-A= 421 LB Total Load: TL-Rxn-A= 1039 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.40 IN Center Span Right End Reactions(Support B): - Live Load: LL-Rxn-B= 2901 LB Dead Load: DL-Rxn-B= 1760 LB Total Load: TL-Rxn-B= 4661 LB Bearing Length Required (Beam only,support capacity not checked): BL-B= 1.78 IN Beam Data: Center Span Length: L2= 12.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.0 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof: RP= 7. : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Center Span Loading: Uniform Load: Roof Live Load: RLL-2= 30.0 PSF Roof Dead Load: RDL-2= 15.0 PSF Roof Tributary Width Side One: Trib-1-2= 0.66 FT Roof Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-2= 0 PLF Total Live Load: i wL-2= 40 PLF Total Dead Load (Adjusted for Roof Pitch): wD-2= ` 23 PLF Total Load: wT-2= 73 PLF Point Load Live Load: PL-2= 3044 LB Dead Load: PD-2= 1785 LB Location (From left end of span): X-2= 10.5 FT Properties For: 1.9E Microlam-iLevel Trus Joist . Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3098 PSI Adjustment Factors: Cd=1.15 CF=1.04 Fv': Fv'= 328 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 6893 FT-LB 10.44 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on'span(s)2 Controlling Shear: V= 4609 LB At a distance d from right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 26.70 IN3 S= 49.91 IN3 Area(Shear): Areq= 21.09 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 106.81 IN4 1= 230.84 IN4 r Combination Roof and Floor Beamf 99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.14 By: KMW,Archi-Tech on:06-09-2008 : 12:03:59 AM Proiect: SILLIMAN-Location: (15)5'bm. @ front entry overhang Summary: (3) 1.5 IN x 7.25 IN x 10.0 FT /#2-Spruce-Pine-Fir- Dry Use Section Adequate By: 34.0% Controllinq Factor: Moment of Inertia/Depth Required 6.58 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.12 IN Live Load: LLD= 0.17 IN= U689 Total Load: r' TLD= 0.30 IN =U402 Reactions(Each End): Live Load: LL-Rxn= 775 LB Dead Load: DL-Rxn= 552 LB Total Load: TL-Rxn= 1327 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.69 IN Beam Data: Span: L= 10.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loadinq: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 3.5 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 0.5 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 3.5 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 120 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 69, PLF Floor Uniform Live Load: wL-floor= 35 PLF Floor Uniform Dead Load: wD-floor= 35 PLF Beam Self Weiqht: BSW= 6 PLF Combined Uniform Live Load: wL= 155 PLF Combined Uniform Dead Load: wD= 110 PLF Combined Uniform Total Load: wT= 265 PLF Controllinq Total Desiqn Load: wT-cont= 265 PLF Properties For:#2-Spruce-Pine-Fir Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb' (Tension): Fb'= 1389 PSI Adjustment Factors: Cd=1.15 CF=1.20 Cr=1.15 Fv': Fv'= 81 PSI Adiustment Factors:Cd=1.15 Design Requirements: Controllinq Moment: M= 3318 FT-LB 5.0 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1168 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 28.67 IN3 S= 39.42 IN3 Area(Shear): Areq= 21.76_ IN2 A= 32.63 IN2 Moment of Inertia(Deflection): Ireq= 106.62 IN4 1= 142.90, IN4 Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:07:14 AM Project: SILLIMAN-Location: (16) 14'bm.@ bedrm.2 ceiling Summary: (2) 1.75 IN x 9.25 IN x 14.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:25.7% Controlling Factor: Moment of Inertia/Depth Required 8.57 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.19 IN Live Load: LLD-Center- 0.25 IN=U662 Total Load: TLD-Center= 0.45 IN =U377 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1995 LB Dead Load: DL-Rxn-A= 1473 LB Total Load: TL-Rxn-A= 3468 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.32 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 487 LB Dead Load: DL-Rxn-B= 382 LB Total Load: TL-Rxn-B= 868 LB Bearing Length Required (Beam only,support capacity not checked): BL-B= 0.33 IN Beam Data: Center Span Length: L2= 14.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 14.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 20.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 26 PLF Total Dead Load: wD-2= 13 PLF Total Load: wT-2= 50 PLF Point Load Live Load: PL-2= 2112 LB Dead Load: PD-2= 1528 LB Location(From left end of span): X-2= 2.0 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2694 PSI Adjustment Factors: Cd=1.00 CF=1.04 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 6809 FT-LB 2.1 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 3433 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 30.33 IN3 S= 49.91 IN3 Area(Shear): Areq= 18.07 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 183.71 IN4 1= 230.84 IN4 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:04:24 AM Proiect: SILLIMAN-Location: (17)9'bm. @ breakfast nook ceiling Summary: 1.75 IN x 9.5 IN x 9.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 161.3% Controlling Factor: Section Modulus/Depth Required 6.9 In Center Span Deflections: Dead Load: DLD-Center- 0.06 IN Live Load: LLD-Center= 0.07 IN= U1461 Total Load: TLD-Center= 0.14 IN=U784 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 511 LB Dead Load: DL-Rxn-A= 551 LB Total Load: TL-Rxn-A= 1062 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.81 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 560 LB Dead Load: DL-Rxn-B= 373 LB Total Load: TL-Rxn-B= 934 LB Bearing Length Required (Beam only,support capacity not checked): BL-B= 0.71 IN Beam Data: Center Span Length: L2= 9.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 9.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 13 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 58 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 68 PLF Left Dead Load: TRD-Left-1-2= 124 PLF Right Live Load: TRL-Riqht-1-2= 68 PLF Right Dead Load: TRD-Right-1-2= 124 PLF Load Start: A-1-2= 0.0 FT Load End: B-1'-2= 4.5 FT Load Length: C-1-2= 4.5 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 90 PLF Left Dead Load: TRD-Left-2-2= 45 PLF Right Live Load: TRL-Riqht-2-2= 90 PLF Right Dead Load: TRD-Right-2-2= 45 PLF Load Start: A-2-2= 4.5 FT Load End: B-2-2= 9.0 FT Load Length: C-2-2= 4.5 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 CF=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2253 FT-LB 4.23 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads.on span(s)2 Controlling Shear: V= 882 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): 'Sreq= 10.07- IN3 S= 26.32 IN3 Area(Shear): Areq 4.64 IN2 A= 16.63 IN2 Moment of Inertia(Deflection): Ireq= 47.84 IN4 1= 125.03 IN4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 7.01.14 By: KMW,Archi-Tech on:06-09-2008 : 12:04:27 AM Project: SILLIMAN-Location: (18) 15'bm. @ kitchen ceiling Summary: A36 W8x13 x 15.0 FT Section Adequate By:21.3% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center- 0.21 IN Live Load: LLD-Center= 0.28 IN=U637 Total Load: TLD-Center- 0.49 IN=U364 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1564 LB Dead Load: DL-Rxn-A= 1283 LB Total Load: TL-Rxn-A= 2847 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.56 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1744 LB Dead Load: DL-Rxn-B= 1385 LB Total Load: TL-Rxn-B= 3129 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.56 IN Beam Data: Center Span Length: L2= 15.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 63 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 116 PLF Point Load 1 Live Load: PL1-2= 1354 LB Dead Load: PD1-2= 764 LB Location (From left end of span): X1-2= 5.5 FT Point Load 2 Live Load: PL2-2= 1354 LB Dead Load: PD2-2= 764 LB Location(From left end of span): X2-2= 10.5 FT Properties for:W8x13/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 7.99 IN Web Thickness: tw= 0.23 IN Flange Width: bf= 4.00 IN Flange Thickness: tf= 0.26 IN Distance to Web Toe of Fillet: k= 0.56 IN Moment of Inertia About X-X Axis: Ix= 39.60 IN4 Section Modulus About X-X Axis: Sx= 9.91 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.02 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.84 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 34.74 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 4.22 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 32.52 Limiting Web Height to Thickness Ratio for Fv=.4"Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 13938 FT-LB 6.3 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 19622 FT-LB Controlling Shear: V= 3129 LB At right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr= 26463 LB Moment of Inertia (Deflection): Ireq= 32.65 IN4 1= 39.60 IN4 k Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:07:16 AM Protect: SILLIMAN-Location: (19)4'bm. @ kitchen/scrn. porch entry Summary: (2) 1.75 IN x 5.5 IN x 4.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:20.2% Controlling Factor: Section Modulus/Depth Required 5.02 In Center Span Deflections: Dead Load: DLD-Center- 0.04 IN Live Load: LLD-Center- 0.06 IN =U868 Total Load: TLD-Center= 0.09 IN=U518 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1580 LB Dead Load: DL-Rxn-A= 1041 LB Total Load: TL-Rxn-A= 2620 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 1.00 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1144 LB Dead Load: DL-Rxn-B= 695 LB Total Load: TL-Rxn-B= 1838 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.70 IN Beam Data: Center Span Length: L2= 4.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 4.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 30.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 7.5 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 6 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 245 PLF Total Dead Load: wD-2= 82 PLF Total Load: wT-2= 332 PLF Point Load Live Load: PL-2= 1744 LB Dead Load: PD-2= 1385 LB Location(From left end of span): X-2= 1.5 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2891 PSI Adjustment Factors:Cd=1.00 CF=1-.11 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00, Design Requirements: Controlling Moment: M= 3537 FT-LB 1.52 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2474 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 14.68 IN3 S= 17.65 IN3 Area(Shear): Areq= 13.02 IN2 A= 19.25 IN2 Moment of Inertia(Deflection): Ireq= 28.08 IN4 1= 48.53 IN4 } Uniformly Loaded Floor Beamf 99 BOCA National Building Code(97 NDS)]Ver: 7.01.14 By: KMW,Archi-Tech on:06-09-2008 : 12:02:51 AM Proiect: SILLIMAN-Location: (20)8'bm. @ kitchen header Summary: (2) 1.75 IN x 7.25 IN x 8.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 119.4% Controlling Factor: Moment of Inertia/Depth Required 5.58 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.11 IN= U899 Total Load: TLD= 0.15 IN= U658 Reactions(Each End): Live Load: LL-Rxn= 979 LB Dead Load: DL-Rxn= 358 LB Total Load: TL-Rxn= 1337 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.51 IN Beam Data: Span: L= 8.0 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 30.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: t TW1= 7.5 FT Floor Live Load-Side Two: LL2= 30.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 0.66 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 245 PLF Beam Self Weight: BSW= 8 PLF Beam Total Dead Load. wD= 90 PLF Total Maximum Load: wT= 334 PLF Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2785 PSI Adjustment Factors: Cd=1.00 CF=1.07 Fv': Fv'= -285• PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2675 FT-LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1150 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 11.53 IN3 S= 30.66 IN3 Area(Shear): Areq= 6.05 IN2 A= 25.38 IN2 Moment of Inertia(Deflection): Ireq= 50.67 IN4 1= 111.15 IN4 f Multi-Loaded Beamr 99 BOCA National Building Code(97 NDS)1 Ver: 7.01.14 Bv: KMW,Archi-Tech on: 06-09-2008 : 12:04:29 AM Proiect: SILLIMAN-Location: (21)8'bm. @ pantry/stairway ceiling Summary: I 1.75 IN x 9.5 IN x 7.0 FT /1.9E Microlam iLevel Trus Joist Section Adequate By: 139.6% Controlling Factor: Section Modulus/Depth Required 6.54 In Center Span Deflections: Dead Load: DLD-Center= 0.04 IN Live Load: LLD-Center= 0.05 IN=U1572 Total Load: TLD-Center= 0.09 IN =U921 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 823 LB Dead Load: DL-Rxn-A= 582 LB Total Load: TL-Rxn-A= 1404 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.07 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 823 LB Dead Load: DL-Rxn-B= 582 LB Total Load: TL-Rxn-B= 1404 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.07 IN Beam Data: Center Span Length: L2= 7.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 235 PLF Dead Load: wD-2= 161 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 401 PLF Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 CF=1.03 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2457 FT-LB 3.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 1095 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 10.99 IN3 S= 26.32 IN3 Area(Shear): Areq= 5.76 IN2 A= 16.63 IN2 Moment of Inertia(Deflection): Ireq= 40.73 IN4 I= 125.03 IN4 Multi-Span Floor Beam[AISC 9th Ed ASD 1 Ver: 7.01.14 By: KMW,Archi-Tech on:06-09-2008 : 12:07:19 AM Proiect: SILLIMAN-Location: (23) 12'bm. @ mudroom/laundry Summary: A36 W6x15 x 12.0 FT Section Adequate By: 19.4% Controlling Factor: Moment Center Span Deflections: - Dead Load: DLD-Center= 0.14 IN Live Load: LLD-Center= 0.22 IN=U663 Total Load: TLD-Center= 0.36 IN=U399 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1045 LB Dead Load: DL-Rxn-A= 760 LB Total Load: TL-Rxn-A= 1804 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.51 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4906 LB Dead Load: DL-Rxn-B= 3121 LB Total Load: TL-Rxn-B= 8027 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.51 IN Beam Data: Center Span Length: L2= 12.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.0 FT Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 10.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 15 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= .13 PLF Total Dead Load: wD-2= 13 PLF Total Load: wT-2= 41 PLF Point Load Live Load: PL-2= 5792 LB Dead Load: PD-2= 3542 LB Location(From left end of span): X-2= 10.0 FT Properties for:W6x15/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 5.99 IN Web Thickness: tw= 0.23 IN Flange Width: bf 5.99 IN Flange Thickness: tf= 0.26 IN Distance to Web Toe of Fillet: k= 0.51 IN Moment of Inertia About X-X Axis: Ix= 29.10 IN4 Section Modulus About X-X Axis: Sx= 9.72 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.62 IN Design Properties per AISC Steel Construction Manual Flange Buckling Ratio: FBR= 11.52 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 26.04 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.32 FT Allowable Bending Stress: Fb= 23.46 KSI Web Height to Thickness Ratio: h/tw= 23.78 Limitinq Web Height to Thickness Ratio for Fv=.4*Fy:- h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: - Controlling Moment: M= 15915 FT-LB 9.96 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 19006 FT-LB Controlling Shear: V= 8027• LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr= 19839 LB Moment of Inertia(Deflection): Ireq= 21.87 IN4 1= -29.10 IN4 e Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:04:31 AM Protect: SILLIMAN-Location: (24) 15'bm. @ dining room ceiling Summary: (2) 1.75 IN x 9.5 IN x 15.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 109.8% Controlling Factor: Moment of Inertia/Depth Required 7.42 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.13 IN Live Load: LLD-Center= 0.15 IN=U1189 Total Load: TLD-Center= 0.29 IN = U629 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 375 LB Dead Load: DL-Rxn-A= 289 LB Total Load: TL-Rxn-A= 664 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.25 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 825 LB Dead Load: DL-Rxn-B= 699 LB Total Load: TL-Rxn-B= 1524 LB Bearing Length Required (Beam only,support capacity not checked): BL-B= 0.58 IN Beam Data: Center Span Length: 1_2= 15.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 13 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 63 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 50 PLF Right Live Load: TRL-Right-1-2= 0 PLF Right Dead Load: TRD-Right-1-2= 50 PLF Load Start: A-1-2= 8.25 FT Load End: B-1-2= 15.0 FT Load Length: C-1-2= 6.75 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 160 PLF Left Dead Load: TRD-Left-2-2= - 80 PLF Right Live Load: TRL-Right-2-2= 160 PLF Right Dead Load: TRD-Right-2-2= 80 PLF Load Start: A-2-2= 11.25 FT Load End: B-2-2= 15.0 FT Load Length: C-2-2= 3.75 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285' PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 CF=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3407 FT-LB 9.45 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 1259 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 15.23 IN3 S= 52.65 IN3 Area(Shear): Areq= 6.63 IN2 A= 33.25 IN2 Moment of Inertia(Deflection): P Ireq= 119.22 IN4 1= 250.07 IN4 Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.14 Bv: KMW,Archi-Tech on:06-09-2008 : 12:07:21 AM Project: SILLIMAN-Location: (25) 11.5'bm. @ scrn. porch ceiling Summary: (4) 1.75 IN x 9.5 IN x 11.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:25.1% Controlling Factor: Moment of Inertia/Depth Required 8.82 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.16 IN Live Load: LLD-Center= 0.21 IN =U668 Total Load: TLD-Center= 0.37 IN= U375 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4383 LB Dead Load: DL-Rxn-A= 3257 LB Total Load: TL-Rxn-A= 7640 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 1.46 ' IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1382 LB Dead Load: DL-Rxn-B= 1254 LB Total Load: TL-Rxn-B= 2635 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.50 IN Beam Data: Center Span Length: L2= 11.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.5 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 30.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 21 PLF Wall Load: Wall-2= 50 PLF Total Live Load: wL-2= 40 PLF Total Dead Load: wD-2= 63 PLF Total Load: wT-2= 124 PLF Point Load Live Load: PL-2= 5309 LB Dead Load: PD-2= 3545 LB Location (From left end of span): X-2= 2.5 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 CF=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 18668 FT-LB 2.53 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 7555 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 83.46 IN3 S= 105.29 IN3 Area(Shear): Areq= 39.76 IN2 A= 66.50 IN2 Moment of Inertia (Deflection): Ireq= 399.89 IN4 1= 500.14 IN4 6 Multi-Loaded Beamj`AISC 9th Ed ASD 1 Ver: 7.01.14 By: KMW,Archi-Tech on:06-09-2008 : 12:04:42 AM Project: SILLIMAN-Location: (26)3'bm. @ scrn. porch header Summary: A36 W8x15 x 15.0 FT Section Adequate By:2.2% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.26 IN Live Load: LLD-Center= 0.33 IN=U543 Total Load: TLD-Center= 0.59 IN=U307 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2412 LB Dead Load: DL-Rxn-A= 1874 LB Total Load: TL-Rxn-A= 4286 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.62 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2478 LB Dead Load: DL-Rxn-B= 1924 LB Total Load: TL-Rxn-B= 4402 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.62 IN Beam Data: - Center Span Length: L2= 15.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 193 PLF Dead Load: wD-2= 140 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 348 PLF Point Load 1 Live Load: PL1-2= 1995 LB Dead Load: PD1-2= 1473 LB Location(From left end of span): X1-2= 7.75 FT Properties for:W8x15/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.11 IN Web Thickness: tw= 0.25 IN Flange Width: - bf= 4.01 IN Flange Thickness: tf= 0.32 IN Distance to Web Toe of Fillet: k= 0.62 IN Moment of Inertia About X-X Axis: Ix= 48.00 IN4 Section Modulus About X-X Axis: Sx= 11.80 IN3 Radius of Gyration of Compression Flange+1/3 of Web: rt= 1.04 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.37 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 33.10 . Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66'Fy: Lc= 4.23 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 30.53 Limiting Web Height to Thickness Ratio for Fv=.4'Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 22673 FT-LB 7.8 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 23364 FT-LB Controlling Shear: V= 4402 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr= 28612 LB Moment of Inertia(Deflection): KG,S-!AtO Ireq= 46.95- IN4 1= 48.00 IN4 L S :6 WV 01 Nnr BOO2 a . 31W.SN!Vg JO NMO • 8 Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.14 Bv: KMW,Archi-Tech on: 06-09-2008 : 12:07:30 AM Proiect: SILLIMAN-Location: (27)3'bm. @ screen porch header Summary: (2) 1.75 IN x 7.25 IN x 3.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate Bv: 27.1% Controlling Factor:Area/Depth Required 5.71 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.01 IN =U3151 Total Load: TLD-Center= 0.02 IN= U1912 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2466 LB Dead Load: DL-Rxn-A= 1657 LB Total Load: TL-Rxn-A= 4123 LB Bearing Length Required(Beam only, support capacity not checked)- BL-A= 1.57 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1227 LB Dead Load: DL-Rxn-B= 695 LB Total Load: TL-Rxn-B= 1922 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.73 IN Beam Data: Center Span Length: L2= 3.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 3.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 30.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 7.5 FT Floor Tributary Width Side Two: Trib-2-2= 6.0 FT Beam Self Weight: BSW= 8 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 405 PLF Total Dead Load: wD-2= 135 PLF Total Load: wT-2= 548 PLF Point Load Live Load: PL-2= 2478 LB Dead Load: PD-2= 1924 LB Location (From left end of span): X-2= 0.75 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2785 PSI Adjustment Factors: Cd=1.00 CF=1.07 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2938 FT-LB 0.75 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 3795 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: . Section Modulus(Moment): Sreq= 12.66 IN3 S= 30.66 IN3 Area(Shear): Areq= 19.97 IN2 Moment of Inertia(Deflection): A= 25.38 IN2 Ireq= 17.44 IN4 1= 111.15 IN4 r r., Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:04:43 AM Project: SILLIMAN-Location: (28) 11.5'bm. @ family room ceiling Summary: (4) 1.75 IN x 9.5 IN x 11.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 12.7% Controlling Factor: Moment of Inertia/Depth Required 9.13 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.16 IN Live Load: 'LLD-Center= 0.25 IN = U550 Total Load: TLD-Center— 0.41 IN= U338 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2907 LB Dead Load: DL-Rxn-A= 1856 LB Total Load: TL-Rxn-A= 4763 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.91 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 3576 LB Dead Load: DL-Rxn-B= 2233 LB Total Load: TL-Rxn-B= 5808 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.11 IN Beam Data: Center Span Length: L2= 11.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0' FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 415 PLF Dead Load: wD-2= 251 PLF Beam Self Weight: BSW= 21 PLF Total Load: wT-2= 687 PLF Point Load 1 Live Load: PL1-2= 1710 LB Dead Load: PD1-2= 963 LB Location (From left end of span): X1-2= 8.0 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: - Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fcl_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 CF=1.03 Fv': Fv'= 285• PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 16513 FT-LB 6.9 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 5335 LB At a distance d from right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 73.83 IN3 S= 105.29 IN3 Area(Shear): Areq= 28.08 IN2 A= 66.50 IN2 Moment of Inertia(Deflection): Ireq= 443.60 IN4 1= 500.14 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 7.01.14 Bv: KMW,Archi-Tech on: 06-09-2008 : 12:04:45 AM Protect: SILLIMAN-Location: (29) 11.5'bm. @ family room ceiling Summary: (2) 1.75 IN x 9.5 IN x 11.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 14.4% Controlling Factor: Moment of Inertia/Depth Required 9.08 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.17 IN Live Load: LLD-Center= 0.23 IN =U598 Total Load: TLD-Center= 0.40 IN = U343 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1769 LB Dead Load: DL-Rxn-A= 1323 LB Total Load: TL-Rxn-A= 3092 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 1.18 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1447 LB Dead Load: DL-Rxn-B= 1067 LB Total Load: TL-Rxn-B= 2513 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.96 IN Beam Data: Center Span Length: L2= 11.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 230 PLF Dead Load: wD-2= 158 PLF Beam Self Weight: BSW= PLF Total Load: wT-2= 3 10 10 PLF Point Load 1 Live Load: PL1-2= 571 LB Dead Load: PD1-2= 453 LB Location(From left end of span): X1-2= 2.5 FT Properties For: 1.9E Microlam-iLevel Trus Joist - Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 CF=1.03 Fv': - Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 7928 FT-LB 5.175 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2817 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 35.45, IN3 S= 52.65 IN3 Area(Shear): Areq= 14.83 IN2 A= 33.25 IN2 Moment of Inertia(Deflection): Ireq= 218.67 IN4 1= 250.07 IN4 � o Multi-Span Floor Beam(99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.14 Bv: KMW,Archi-Tech on: 06-09-2008 : 12:07:32 AM Protect: SILLIMAN-Location: (30)9'bm. @ family room ceiling Summary: (2) 1.75 IN x 9.5 IN x 9.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate Bv:92.4% Controllinq Factor: Section Modulus/Depth Required 7.16 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.06 IN Live Load: LLD-Center= 0.10 IN=U1119 Total Load: TLD-Center= 0.15 IN=U701 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 940 LB Dead Load: DL-Rxn-A= 562 LB Total Load:; TL-Rxn-A= 1502 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 0.57 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 940 LB Dead Load: DL-Rxn-B= 562 LB Total Load: TL-Rxn-B= 1502 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.57 IN Beam Data: Center Span Lenqth: L2= 9.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= . 9.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 30.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 40 PLF Total Dead Load: wD-2= 13 PLF Total Load: wT-2= 63 PLF Point Load Live Load: PL-2= 1524 LB Dead Load: PD-2= 912 LB Location(From left end of span): X-2= 4.5 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc—Perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 CF=1.03 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 6121 FT-LB 4.5 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 1457 LB At a distance d from riqht support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 27.37 IN3 S= 52.65 IN3 Area (Shear): Areq= 7.67 IN2 A= 33.25 IN2 Moment of Inertia(Deflection): Ireq= 107.09 IN4 1= 250.07 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:04:55 AM Project: SILLIMAN-Location: (31) 11' bm. @ family room ceiling Summary: (4) 1.75 IN x 9.5 IN x 11.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:4.9% Controlling Factor: Moment of Inertia/Depth Required 9.35 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.15 IN Live Load: LLD-Center— 0.27 IN =U488 Total Load: TLD-Center= 0.42 IN = U315 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3804 LB Dead Load: DL-Rxn-A= 2105 LB Total Load: TL-Rxn-A= 5910 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 1.13 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4955 LB Dead Load: DL-Rxn-B= 2763 LB Total Load: TL-Rxn-B= 7718 LB Bearing Length Required (Beam only,support capacity not checked): BL-B= 1.47 IN Beam Data: Center Span Length: L2= 11.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 315 PLF Dead Load: wD-2= 105 PLF Beam Self Weight: BSW= 21 PLF Total Load: wT-2= 441, PLF Point Load 1 Live Load: PL1-2= �_ 1447 LB Dead Load: PD1-2= 1067 LB Location(From left end of span): X1-2= 2.5 FT Point Load 2 Live Load: PL2-2= 940 LB Dead Load: PD2-2= 562 LB Location(From left end of span): X2-2= 5.25 FT Point Load 3 Live Load: PL3-2= 2907 LB Dead Load: PD3-2= 1856 LB Location(From left end of span): X3-2= 9.25 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 CF=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 18026 FT-LB 5.28 Ft from left support of span 2 (Center Span)' Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 7378 LB At a distance d from right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sireq= 80.59 IN3 S= 105.29 IN3 Area(Shear): Areq= 38.83 IN2 •, ' j Moment of Inertia(Deflection) A= 66,50 IN2: Ireq= 476.82 IN4 1= ' 500.14 IN4 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:04:57 AM Protect: SILLIMAN-Location: (32)T bm. @ family room ceiling Summary: (2) 1.75 IN x 9.5 IN x 7.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 99.0% Controllinq Factor:Area/Depth Required 5.87 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.03 IN Live Load: LLD-Center= 0.04 IN=U2144 Total Load: ,TLD-Center= 0.07 IN =U1273 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 874 LB Dead Load: DL-Rxn-A= 639 LB Total Load: TL-Rxn-A= 1514 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-A= 0.58 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 2096 LB Dead Load: DL-Rxn-B= 1327 LB Total Load: TL-Rxn-B= 3423 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.30 IN Beam Data: Center Span Lenqth: L2= 7.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 180 PLF Dead Load: wD-2= 133 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 323 PLF Point Load 1 Live Load: PL1-2= 1710 LB Dead Load: PD1-2= 963 LB Location(From left end of span): X1-2= 6.0 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors:Cd=1.00 CF=1.03 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 3543 FT-LB 4.69 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 3174 LB At a distance d from riqht support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 15.84 IN3 S= 52.65 IN3 Area(Shear): Areq= 16.71 IN2 A= 33.25 IN2 Moment of Inertia(Deflection): Ireq= 58.94 IN4 1= 250.07 IN4 Y Multi-Loaded Beam[AISC 9th Ed ASD)Ver: 7.01.14 Bv: KMW,Archi-Tech on: 06-09-2008 : 12:05:00 AM Proiect: SILLIMAN-Location: (33) 19.5'bm. @ family room ceiling Summary: A36 W8x40 x 19.5 FT Section Adequate By: 3.2% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center=` 0.28 IN Live Load: LLD-Center= 0.47 IN=U493 Total Load: TLD-Center= 0.76 IN= U310 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 7018 LB Dead Load: DL-Rxn-A= 4283 LB Total Load: TL-Rxn-A= 11301 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.95 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4637 LB Dead Load: DL-Rxn-B= 2860 LB Total Load: TL-Rxn-B= 7496 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.95 IN Beam Data: Center Span Length: L2= 19.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 19.5 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 125 PLF Dead Load: wD-2= 42 PLF Beam Self Weight: BSW= 40 PLF Total Load: wT-2= 207 PLF Point Load 1 Live Load: PL1-2= 2901 LB Dead Load: PD1-2= 1760 LB Location (From left end of span): X1-2= 1.25 FT Point Load 2 Live Load: PL2-2= 487 LB Dead Load: PD2-2= 382 LB Location(From left end of span): X2-2= 2.25 FT Point Load 3 - Live Load: PL3-2= 4955 LB Dead Load: PD3-2= 2763 LB Location (From left end of span): X3-2= 9.5 FT Point Load 4 Live Load: PL4-2= 874 LB Dead Load: PD4-2= 639 LB Location (From left end of span): X4-2= 17.0 FT Properties for:W8x40/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: - d= 8.25 IN Web Thickness: tw= 0.36 IN Flange Width: bf= 8.07 IN Flange Thickness: tf= 0.56 IN Distance to Web Toe of Fillet: k= 0.95 IN Moment of Inertia About X-X Axis: Ix= 146.00 IN4 Section Modulus About X-X Axis: Sx= 35.50 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 2.23 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.21 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 22.92 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT. Limiting Unbraced Length for Fb=.66*Fy: Lc= 8.52 FT Allowable Bending Stress: _ Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 19.81 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 53051 FT-LB 9.555 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 70290 FT-LB Controlling Shear: V= 11301, LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads'on span(s)2 Page:4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:05:00 AM Project: SILLIMAN-Location: (33) 19.5'bm. @ family room ceiling Nominal Shear Strenqth: Vr= 42768 LB Moment of Inertia(Deflection): Ireq= 141.47 IN4 1= 146.00 IN4 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)l Ver. 7.01.14 Bv: KMW,Archi-Tech on: 06-09-2008: 12:05:02 AM Proiect: SILLIMAN-Location: (34)T bm. @ family room ceiling Summary: 10 (2) 1.5 IN x 9.25 IN x 7.0 FT /#2-Spruce-Pine-Fir- Dry Use Section Adequate Bv:4.9% Controllinq Factor:Area/Depth Required 8.82 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.04 IN Live Load: LLD-Center=. . 0.04 IN=U1873 Total Load: TLD-Center= 0.09 IN =U953 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 805 LB Dead Load: DL-Rxn-A= 777 LB Total Load: TL-Rxn-A= 1582 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 1.24 IN Center Span Riqht End Reactions(Support B): Live Load: ,,. LL-Rxn-B= 805 LB Dead Load: DL-Rxn-B= 777 LB Total Load: TL-Rxn-B= 1582 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.24 IN Beam Data: Center Span Lenqth: .0 FT L2= 7 Center Span Unbraced Lenqth-Top of Beam: Lu2-Top 7.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 230 PLF Dead Load: wD-2= 217 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 452 PLF Properties For:#2-Spruce-Pine-Fir Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticitv: E= 1400000 PSI Stress Perpendicular to Grain: '.Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 963 PSI Adjustment Factors: Cd=1.00 CF=1.10 Fv': Fv'= 70 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controllinq Moment: IM=, 2769 FT-LB 3.5 Ft from left support of spari2 (Center Span) Critical moment created by combining all dead loads and live loads onyspan(s)2 , Controllinq Shear: V= ,1234 LB At a distance d from riqht support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on.span(s)2 " Comparisons With Required Sections: Section Modulus(Moment): Sreq= 34.52 IN3 S= 42.78 IN3 Area(Shear): Areq= 26.45 IN2 A= 27.75 IN2 Moment of Inertia(Deflection): .y Ireq= -62.29 IN4 1= 197.86 IN4 . s Multi-Loaded Beamf 99 BOCA National Buildinq Code(97 NDS)1 Ver: 7.01.14 Bv: KMW,Archi-Tech on: 06-09-2008 : 12:05:38 AM Proiect: SILLIMAN-Location: (35)4'bm. @ screen porch Summary: (2) 1.75 IN x 7.25 IN x 4.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate Bv: 19.4% Controllinq Factor:Area/Depth Required 6.16 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.03 IN Live Load: LLD-Center- 0.04 IN =U1317 Total Load: TLD-Center= 0.06 IN= U755 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2360 LB Dead Load: DL-Rxn-A= 1898 LB Total Load: TL-Rxn-A= 4258 LB Bearinq Lenqth Required(Beam only,support capacity not checked): - BL-A 1.62 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1669 LB Dead Load: DL-Rxn-B= 1271 LB Total Load: TL-Rxn-B= 2940 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.12 IN Beam Data: Center Span Lenqth: L2= 4.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 4.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 173 PLF Dead Load: wD-2= 188 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 369 PLF Point Load 1 Live Load: PL1-2= 1382 LB Dead Load: PD1-2= 1254 LB Location (From left end of span): X1-2= 1.0 FT Point Load 2 Live Load: PL2-2= 1955 LB Dead Load: PD2-2= 1131 LB Location(From left end of span): X2-2= 2.0 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= '2785 PSI Adjustment Factors: Cd=1.00 CF=1.07 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 5142 FT-LB 2.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 4037 LB At a distance d from left support of span 2(Center Span) • Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 22.16 IN3 S= 30.66 IN3 Area(Shear): Areq= 21.24 IN2 Moment of Inertia(Deflection): A= 25.38 IN2 Ireq= 44.17 IN4 1= 111.15 IN4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 7.01.14 Bv: KMW,Archi-Tech on: 06-09-2008 : 12:05:41 AM Proiect: SILLIMAN-Location: (37) 13'girt @ basement-screen porch Summary: A36 W10x22 x 13.0 FT Section Adequate By: 9.2% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center= 0.12 IN Live Load: LLD-Center= 0.26 IN=U605 Total Load: TLD-Center= 0.38 IN=U411 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 12034 LB Dead Load: DL-Rxn-A= 6922 LB Total Load: TL-Rxn-A= 18956 LB Bearing Length Required(Beam only, support capacity not checked): BL-A=. 1.98 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 8141 LB Dead Load: DL-Rxn-B= 3580 LB Total Load: TL-Rxn-B= 11721 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.66 IN Beam Data: Center Span Length: L2= 13.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 13.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 300 Center Span Loading: Uniform Load: Live Load: wL-2= 948 PLF Dead Load: wD-2= 314 PLF Beam Self Weight: BSW= 22 PLF Total Load: wT-2= 1284 PLF Point Load 1 Live Load: PL1-2= 5385 LB Dead Load: PD1-2= 4477 LB Location (From left end of span): X1-2= 1.0 FT Point Load 2 Live Load: PL2-2= 2466 LB Dead Load: PD2-2= 1657 LB Location(From left end of span): X2-2= ` 8.25 FT Properties for:W10x22/A36 Yield Stress: Fv=, 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.20 IN Web Thickness: tw= 0.24 IN Flange Width: bf= 5.75 IN Flange Thickness: tf= 0.36 IN Distance to Web Toe of Fillet: k= 0.66 IN Moment of Inertia About X-X Axis: Ix= 118.00 IN4 Section Modulus About X-X Axis: "Sx= 23.20 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.53 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.99 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 42.50 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.07 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 39.5 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 42063 FT-LB 7.02 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 45936 FT-LB Controlling Shear: V= 18956 LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr= 35251 LB Moment of Inertia(Deflection): Ireq= 86.03 IN4 1= 118.00 IN4 y f Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:05:43 AM Proiect: SILLIMAN-Location: (37)6.5'girt @ basement-screen porch Summary: (3) 1.75 IN x 11.875 IN x 6.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 5.2% Controlling Factor:Area/Depth Required 11.29 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center= 0.04 IN = U1750 Total Load: TLD-Center- 0.07 IN=U1137 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 7638 LB Dead Load: DL-Rxn-A= 4872 LB Total Load: TL-Rxn-A= 12510 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 3.18 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 3909 LB Dead Load: DL-Rxn-B= 1773 LB Total Load: TL-Rxn-B= 5682 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.44 IN Beam Data: Center Span Length: L2= 6.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 948 PLF Dead Load: wD-2= 314 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 1281 PLF Point Load 1 Live Load: PL1-2= 5385 LB Dead Load: PD1-2= 4477 LB Location(From left end of span): X1-2= 1.0 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 12597 FT-LB 2.08 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= . 11260 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq 58.06 IN3 S= 123.39 IN3 Area(Shear): Areq= 59.26 IN2 A= 62.34 IN2 Moment of Inertia(Deflection): Ireq= 193.24 IN4 1= 732.62 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 7.01.14 By: KMW.,Archi-Tech on: 06-09-2008 : 12:05:44 AM Project: SILLIMAN-Location: (38)6.5'girt @ basement-screen porch Summary: (3) 1.75 IN x 11.875 IN x 6.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 104.4% Controlling Factor: Section Modulus/Depth Required 8.31 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center 0.04 IN = U1761 Total Load: TLD-Center= 0.07 IN= U1195 Center Span Left End Reactions(Support A): Live Load: "' LL-Rxn-A= 4504 LB Dead Load: DL-Rxn-A= 2040 LB Total Load: TL-Rxn-A= 6543 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.66 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4124 LB Dead Load: DL-Rxn-B= 1785 LB Total Load: TL-Rxn-B= 5909 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= . 1.50 IN Beam Data: k Center Span Length: L2= 6.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: k Lu2-Bottom= 6.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 948 PLF Dead Load: ` wD-'2= 314 PLF Beam Self Weight: BSW= ,4 19 PLF Total Load: wT-2=. 1281 PLF Point Load 1 Live Load: PL1-2= 2466 - LB Dead Load: PD1-2=. 1657 LB Location (From left end of span): ` d X1-2= 2.75 FT Properties For: 1.9E Microlam-iLevel Trus Joist, ' Bending Stress: Fb= 2600 PSI Shear Stress: ` Fv=- 285 PSI Modulus of Elasticity: _ E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors:Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 w Design Requirements: ;- Controlling Moment: , ' k M 13098 FT-LB 2.795 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on spans)2 Controlling Shear. V '5294 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on,span(s)2', Comparisons With Required Sections: Section Modulus(Moment): Sreq= 60.37 IN3 S= 123.39 IN3 Area(Shear): # ra. Areq= 27.86 IN2 A= 62.34 IN2 Moment of Inertia(Deflection): Ireq= 184.00 IN4 1= 732.62 IN4 Uniformly Loaded Floor Beamf 99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:02:53 AM Proiect: SILLIMAN-Location: (39) 11.5'bm. @ basement-scrn. porch Summary: 1.75 IN x 9.25 IN x 11.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:86.4% Controlling Factor: Moment of Inertia/Depth Required 7.52 In Deflections: Dead Load: DLD 0.13 IN Live Load: LLD= 0.12 IN =U1165 Total Load: TLD= 0.25 IN = U559 Reactions(Each End): Live Load: LL-Rxn= 380 LB Dead Load: DL-Rxn= 411 LB Total Load: TL-Rxn= 791 LB Bearing Length Required(Beam only, support capacity not checked)- BL= 0.60 IN Beam Data: Span: L= 11.5 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: ; U 360 Total Load Deflect. Criteria: U 300 Floor Loadinq: Floor Live Load-Side One: LL1= 60.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: _ TW1= 0.66 FT Floor Live Load-Side Two: LL2 40.0 PSF Floor Dead Load-Side Two: DL2 15.0 PSF Tributary Width-Side Two: TW2= 0.66 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 50 PLF Beam Loadinq: Beam Total Live Load: wL= 66 PLF Beam Self Weiqht: BSW= 5 PLF Beam Total Dead Load: wD= 72 PLF Total Maximum Load: wT= 138 PLF Properties For: 1.9E Microlam-iLevel Trus Joist Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI .. Modulus of Elasticity: a E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2694 PSI Adjustment Factors: Cd=1.00 CF=1.04- , Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 " Design Requirements: Controllinq Moment: M= 2274 FT-LB 5.75 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 696 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 10.13 IN3 S= 24.96 IN3 Area(Shear): Areq= 3.66 IN2 A= 16.19 IN2 Moment of Inertia(Deflection): Ireq= 61.93 IN4 115.42 IN4 Uniformly Loaded Floor Beam[AISC 9th Ed ASD I^Ver: 7.01.14 By: KMW,Archi-Tech on:06-09-2008 : 12:02:56 AM Project: SILLIMAN-Location: (40) 17.5'girt @ basement-living room Summary: A36 W 10x22 x 17.5 FT Section Adequate By:93.8% Controlling Factor: Moment of Inertia Deflections: ° Dead Load: DLD= 0.11 IN Live Load: LLD= 0.25 IN=U831 Total Load: s TLD= 0.36 IN =U581 Reactions(Each End): Live Load: LL-Rxn= 3588 LB Dead Load: DL-Rxn= 1538 LB Total Load: t TL-Rxn= 5125 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.66 IN Beam Data: Span: L= 17.5 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: - U 360 Total Load Deflect. Criteria: w`' U 300 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 5.75 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: r DL2= 15.0 PSF Tributary Width-Side Two: TW2= 4.5 FT Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 410 PLF Beam Self Weight: BSW= 22 PLF Beam Total Dead Load: wD= 176 PLF Total Maximum Load: :wT= 586 PLF Properties for:W10x22/A36 - Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: x a d= 10.20 IN Web Thickness: ` tw= 0.24 IN Flange Width: W bf= 5.75 IN Flange Thickness: r tf= 0.36 IN Distance to Web Toe of Fillet:. k= 0.66 IN Moment of Inertia About X-X Axis: Ix= 118.00 IN4 Section Modulus About X-X Axis: Sx= 23.20 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web:` rt= 1.53 IN Design Properties per AISC Steel Construction Manual ° Flange Buckling Ratio: �- FBR= 7.99 Allowable Flange Buckling Ratio: ¢"' AFBR= 10.83 Web Buckling Ratio: WBR= 42.50 Allowable Web Buckling Ratio: AWBR= 106.67 Controllinq Unbraced Le hgth: : . Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: `~ Lc= 6.07 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 39.5 Limiting Web Height to Thickness Ratio for Fv=.4"Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv=. 14.4 KSI Design Requirements Comparison: F Controlling Moment: y. M= 22423 FT-LB Nominal Moment Strength: Mr= 45936 FT-LB Controlling Shear: V= 5125 LB Nominal Shear Strength: Vr= 35251 LB Moment of Inertia(Deflection): Ireq 60.88 IN4 1= 118.00 IN4 Uniformly Loaded Floor Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.14 By: KMW,Archi-Tech on:06-09-2008 : 12:02:58 AM Protect: SILLIMAN-Location: (40)9'girt @ basement-living room Summary: (2) 1.75 IN x 11.875 IN x 9.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:205.6% Controllinq Factor: Section Modulus/Depth Required 7.53 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.07 IN=U1656 Total Load: TLD= 0.09 IN=U1177 Reactions(Each End): Live Load: LL-Rxn= 1845 LB Dead Load: DL-Rxn= 750 LB Total Load: TL-Rxn= 2595 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.99 IN Beam Data: Span: L= 9.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 5.75 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 4.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 410 PLF Beam Self Weiqht: BSW= 13 PLF Beam Total Dead Load: wD= 167 PLF Total Maximum Load: wT= 577 PLF Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controllinq Moment: M= 5839 FT-LB 4.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 2076 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq 26.91 IN3 S= 82.26 IN3 Area(Shear): Areq= 10.93 IN2 A= 41.56 IN2 Moment of Inertia (Deflection): Ireq= 124.45 IN4 1= 488.41 IN4 Multi-Loaded Beaml'99 BOCA National Buildinq Code(97 NDS)1 Ver: 7.01.14 Bv: KMW,Archi-Tech on:06-09-2008 : 12:06:00 AM Project:SILLIMAN-Location: (42) bm. @ basement-kitchen Summary: (4) 1.75 IN x 9.25 IN x 9.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 37.8% Controllinq Factor: Section Modulus/Depth Required 8.25 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.08 IN Live Load: LLD-Center= 0.17 IN =U632 Total Load: TLD-Center= 0.26 IN =U423 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4938 LB Dead Load: DL-Rxn-A= 2482 LB Total Load: TL-Rxn-A= 7420 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-A= 1.41 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 4174 LB Dead Load: DL-Rxn-B= 1980 LB .Total Load: TL-Rxn-B= 6154 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.17 IN Beam Data: Center Span Lenqth: L2= 9.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 9.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 560 PLF Dead Load: wD-2= 202 PLF Beam Self Weight: BSW= 20 PLF Total Load: wT-2= 782 PLF Point Load 1 Live Load: PL1-2= 1144 LB Dead Load: PD1-2= 695 LB Location(From left end of span): X1-2= 0.5 FT Point Load 2 Live Load: PL2-2= 1580 LB Dead Load: PD2-2= 1041 LB Location (From left end of span): X2-2= 4.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 245 PLF Left Dead Load: TRD-Left-1-2= 132 PLF Riqht Live Load: TRL-Riqht-1-2= 245 PLF Riqht Dead Load: TRD-Right-1-2= 132 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 0.5 FT Load Lenqth: C-1-2= 0.5 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 245 PLF Left Dead Load: TRD-Left-2-2= 132 PLF Riqht Live Load: TRL-Riqht-2-2= 245 PLF Riqht Dead Load: TRD-Right-2-2= 132 PLF Load Start: A-2-2= 4.0 FT Load End: B-2-2= 9.0 FT Load Lenqth: C-2-2= 5.0 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2694 PSI Adjustment Factors: Cd=1.00 CF=1.04 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= .16258 FT-LB 4.05 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 5319 LB At a distance d from riqht support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 12.43 IN3 S= 99.82 IN3 Page:2 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver:7.01.14 By: KMW,Archi-Tech on: 06-09-2008: 12:06:00 AM Project: SILLIMAN-Location: (42) bm. @ basement-kitchen Area(Shear): Areq= 28.00 IN2 A= 64.75 IN2 Moment of Inertia(Deflection): Ireq= 327.71 IN4 1= 461.68 IN4 ti Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 7.01.14 Bv: KMW,Archi-Tech on:06-09-2008 : 12:06:01 AM Protect: SILLIMAN-Location: (42new)bm. @ basement-kitchen Summary: (2) 1.75 IN x 11.875 IN x 9.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 10.3% Controlling Factor: Section Modulus/Depth Required 11.31 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.08 IN Live Load: LLD-Center= 0.16 IN= U669 Total Load: TLD-Center= 0.24 IN = U449 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4938 LB Dead Load: DL-Rxn-A= 2450 LB Total Load: TL-Rxn-A= 7387 LB Bearing Length Required (Beam only,support capacity not checked): BL-A= 2.81 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4174 LB Dead Load: DL-Rxn-B= 1947 LB Total Load: TL-Rxn-B= 6121 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 2.33 IN Beam Data: Center Span Length: L2= 9.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 9.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 560 PLF Dead Load: wD-2= 202 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 775 PLF Point Load 1 Live Load: PL1-2= 1144 LB Dead Load: PD1-2= 695 LB Location (From left end of span): X1-2= 0.5 FT Point Load 2 Live Load: PL2-2= 1580 LB Dead Load: PD2-2= 1041 LB Location(From left end of span): X2-2= 4.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 245 PLF Left Dead Load: TRD-Left-1-2= 132 PLF Right Live Load: TRL-Right-1-2= 245 PLF Right Dead Load: TRD-Right-1-2= 132 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 0.5 FT Load Length: C-1-2= 0.5 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 245 PLF Left Dead Load: TRD-Left-2-2= 132 PLF Right Live Load: TRL-Right-2-2= 245 PLF Right Dead Load: TRD-Right-2-2= 132 PLF Load Start: - A-2-2= 4.0 FT Load End: B-2-2= 9.0 FT Load Length: C-2-2= 5.0 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 16186 FT-LB 4.05 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 5084 LB At a distance d from right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: - Section Modulus(Moment): Sreq= 74.60 IN3 S= 82.26 IN3 Paqe:4 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)I Ver: 7.01.14 By: KMW,Archi-Tech on:06-09-2008 : 12:06:01 AM Project: SILLIMAN-Location: (42new)bm. @ basement-kitchen Area(Shear): - Areq= 26.76 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 326.14 IN4 1= 488.41 IN4 r 5 S Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 7.01.14 By: KMW,Archi-Tech on:06-09-2008 : 12:06:03 AM Protect: SILLIMAN-Location: (43)bm.@ basement-kitchen Summary: (2) 1.75 IN x 9.25 IN x 9.25 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 76.0% Controlling Factor: Moment of Inertia/Depth Required 7.66 In •Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.06 IN Live Load: LLD-Center= 0.15 IN = U740 Total Load: TLD-Center- 0.21 IN= U528 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2640 LB Dead Load: DL-Rxn-A= 1047 LB Total Load: TL-Rxn-A= 3687 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 1.40 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B=' 2640 LB Dead Load: DL-Rxn-B= 1056 LB Total Load: TL-Rxn-B= 3696 LB Bearing Length Required (Beam only,support capacity not checked): BL-B= 1.41 IN Beam Data: Center Span Length: L2= 9.25 FT Center Span Unbraced Lenqth-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 9.25 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 326 PLF Dead Load: wD-2= 122 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 458 PLF Point Load 1 Live Load: PL1-2= 979 . LB Dead Load: PD1-2= 358 LB Location(From left end of span): X1-2= 0.5 FT Point Load 2 Live Load: PL2-2= 979 LB Dead Load: PD2-2= 358 LB Location(From left end of span): X2-2= 8.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 245 PLF Left Dead Load: TRD-Left-1-2= 132 PLF Right Live Load: TRL-Right-1-2= 245 PLF Right Dead Load: TRD-Right-1-2= 132 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 0.5 FT Load Length: C-1-2 0.5 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 245 PLF Left Dead Load: TRD-Left-2-2= 132 PLF Right Live Load: TRL-Riqht-2-2= 245 PLF Right Dead Load: TRD-Right-2-2= 132 PLF Load Start: A-2-2= 8.5 FT Load End: B-2-2= 9.25 FT Load Length: C-2-2= 0.75 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2694 PSI Adjustment Factors: Cd=1.00 CF=1.04 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 5814 FT-LB 4.718 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 3078 LB At a distance d from right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 25.90 IN3 S= 49.91 IN3 Paqe: 6 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:06:03 AM Project:SILLIMAN-Location: (43) bm. @ basement-kitchen Area(Shear): Areq= 16.20 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 131.14 IN4 1= 230.84 IN4 j k ' ' v F . Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)I Ver: 7.01.14 By: KMW,Archi-Tech on:06-09-2008: 12:06:05 AM Project: SILLIMAN-Location: (44)4'bm. @ stairway Summary: 1.75 IN x 9.5 IN x 4.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:38.4% Controlling Factor: Section Modulus/Depth Required 8.08 In Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center- 0.03 IN=U1778 Total Load: TLD-Center- 0.04 IN =U1093 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1665 LB Dead Load: DL-Rxn-A= 1010 LB Total Load: TL-Rxn-A= 2676 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 2.04 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1665 LB Dead Load: DL-Rxn-B= 1010 LB Total Load: TL-Rxn-B= 2676 LB Bearing Length Required (Beam only,support capacity not checked): BL-B= 2.04 IN Beam Data: Center Span Length: L2= 4.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 4.0 FT. Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 365 PLF Dead Load: wD-2= 178 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 548 PLF Point Load 1 Live Load: PL1-2= 1871 LB Dead Load: PD1-2= 1288 LB Location(From left end of span): X1-2= 2.0 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 CF=1.03 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 4255 FT-LB 2.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 p Controlling Shear: V= 2259 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 19.03 IN3 S= 26.32 IN3 Area(Shear): Areq= 11.89 IN2 A= 16.63 IN2 Moment of Inertia(Deflection): Ireq= 34.32 IN4 1= 125.03 IN4 r Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.14 By: KMW,Archi-Tech on:06-09-2008 : 12:07:34 AM Protect: SILLIMAN-Location: (45)8'bm. @ stairway Summary: (2) 1.75 IN x 9.5 IN x 8.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 1006.7% Controlling Factor: Section Modulus/Depth Required 4.1 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center= 0.01 IN=U9375 Total Load: TLD-Center- 0.03 IN=U3722 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 211 LB Dead Load: DL-Rxn-A= 321 LB Total Load: TL-Rxn-A= 532 LB Bearing Length Required (Beam only, support capacity,not checked): BL-A= 0.20 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 211 LB Dead Load: DL-Rxn-B= 321 LB Total Load: TL-Rxn-B= 532 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.20 IN Beam Data: Center Span Length: L2= 8.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 40.0 PSF Floor Dead Load: FDL-2= 15.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-2= 50 PLF Total Live Load: wL-2= 53 PLF Total Dead Load: wD-2= 70 PLF Total Load: wT-2= 133 PLF Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc-perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 CF=1.03 Fv': Fv'= . 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1064 FT-LB 4.0 Ft from left support of span 2(Center Span) ' Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 436 LB At a distance d from right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 4.76 IN3 S= 52.65 IN3 Area(Shear): Areq= 2.30 IN2 A= 33.25 IN2 Moment of Inertia(Deflection): Ireq 20.16 IN4 1= 250.07 IN4 t Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 7.01.14 By: KMW,Archi-Tech on:06-09-2008 : 12:06:16 AM Proiect: SILLIMAN-Location: (46)9'bm. @ stairway Summary: (3) 1.75 IN x 9.5 IN x 9.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 15.1% Controllinq Factor:Area/Depth Required 8.26 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.09 IN Live Load: LLD-Center= 0.14 IN= U746 Total Load: TLD-Center- 0.24 IN= U457 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3407 LB Dead Load: DL-Rxn-A= 2116 LB Total Load: TL-Rxn-A= 5523 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 1.40 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 5198 LB Dead Load: DL-Rxn-B= 3301 LB Total Load: TL-Rxn-B= 8499 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 2.16 IN Beam Data: Center Span Lenqth: L2= 9.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 9.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 226 PLF Dead Load: wD-2= 127 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT-2= 369 PLF Point Load 1 Live Load: PL1-2= 1665 LB Dead Load: PD1-2= 1010 LB Location(From left end of span): X1-2= 0.5 FT Point Load 2 Live Load: PL2-2= 4906 LB Dead Load: PD2-2= 3124 LB Location (From left end of span): X2-2= 7.5 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: .. Fc-perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 CF=1.03 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 12331 FT-LB 7.47 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 8234 LB At a distance d from riqht support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 55.13 IN3 S= 78.97 IN3 Area(Shear): Areq= 43.33 IN2 A= 49.88 IN2 Moment of Inertia(Deflection): Ireq 246.36 IN4 1= 375.10 IN4 { Multi-Loaded Beam(99 BOCA National Buildinq Code(97 NDS)1 Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:06:18 AM Protect: SILLIMAN-Location: (47)6'bm. @ laundry Summary: (2) 1.75 IN x 11.875 IN x 6.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 1383.2% Controlling Factor:Area/Depth Required 3.85 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.01 IN=U12732 Total Load: TLD-Center= 0.01 IN= U8781 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 540 LB Dead Load: DL-Rxn-A= 243 LB Total Load: TL-Rxn-A= 783 LB Bearing Length Required (Beam only,support capacity not checked): BL-A= 0.30 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 540 LB Dead Load: DL-Rxn-B= 243 LB Total Load: TL-Rxn-B= 783 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.30 IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 180 PLF .Dead Load: wD-2= 68 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 261 PLF Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1174 FT-LB 3.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 532 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 5.41 IN3 S= 82.26 IN3 Area(Shear): Areq= 2.80 IN2 A= 41.56 IN2 Moment of Inertia (Deflection): Ireq= 16.69 IN4 1= 488.41 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:06:19 AM Project: SILLIMAN-Location: (48)6'bm. @ bsement-laundry Summary: (2) 1.75 IN x 11.875 IN x 6.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 835.1% Controlling Factor:Area/Depth Required 4.04 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.01 IN=U9130 Total Load: TLD-Center= 0.01 IN=U5536 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 753 LB Dead Load: DL-Rxn-A= 489 LB Total Load: TL-Rxn-A= 1242 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.47 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 753 LB Dead Load: DL-Rxn-B= 489 LB Total Load: TL-Rxn-B=' 1242 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.47 IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 3 Center Span Loading: Uniform Load: Live Load: wL-2= 251 PLF Dead Load: wD-2= 150 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 414 PLF Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= , 2604 PSI Adjustment Factors:Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 , Design Requirements: x Controlling Moment: M= 1863 FT-LB 3.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 845 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 8.59 IN3 S= 82.26 IN3 Area(Shear): Areq= 4.44 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq 19.26 IN4 1= 488.41 IN4 Uniformly Loaded Floor Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:03:14 AM Proiect: SILLIMAN-Location: (49) 11.5'bm. @ basement-powder room Summary: (2) 1.75 IN x 7.25 IN x 11.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 89.1% Controlling Factor: Moment of Inertia/Depth Required 5.86 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.14 IN Live Load: LLD= 0.10 IN=U1403 Total Load: TLD= 0.24 IN=U567 Reactions(Each End): Live Load: LL-Rxn= 304 LB Dead Load: DL-Rxn= 447 LB Total Load: TL-Rxn= 751 LB Bearing Length Required (Beam only, support capacity not checked): BL= - 0.29 IN Beam Data: Span: L= 11.5 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 0.66 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 0.66 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 50 PLF Beam Loading: Beam Total Live Load: wL= 53 PLF Beam Self Weight: BSW= 8 PLF Beam Total Dead Load: wD= 78 PLF Total Maximum Load: wT= 131 PLF Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: ; Fb= ` 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E_ 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2785 PSI Adjustment Factors:Cd=1.00 CF=1.07 Fv': Fv'= 285 PSI Adiustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 2158 FT-LB 5.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 675 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 9.30 IN3 S= 30.66 IN3 Area(Shear): Areq= . 3.56 IN2 A= 25.38 IN2 Moment of Inertia(Deflection): Ireq= 58.76 IN4 I= 111.15 IN4 _ a. Multi-Span Floor Beam[AISC 9th Ed ASD 1 Ver: 7.01.14 Bv: KMW,Archi-Tech on:06-09-2008 : 12:07:37 AM Proiect: SILLIMAN-Location: (50) 11.5'bm. @ basement-powder room Summary: A36 W6x12 x 11.5 FT Section Adequate By:6.0% Controlling Factor: Moment Center Span Deflections: , Dead Load: DLD-Center= 0.18 IN Live Load: LLD-Center= 0.24 IN =U580 Total Load: TLD-Center- 0.42 IN=U331 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1457 LB Dead Load: DL-Rxn-A= 1079 LB Total Load: TL-Rxn-A= 2536 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-A= 0.53 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1562 LB Dead Load: DL-Rxn-B= 1161 LB Total Load: TL-Rxn-B= 2723 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.53 IN Beam Data: Center Span Lenqth: L2= 11.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.5 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 40.0 PSF Floor Dead Load: FDL-2= 15.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 12 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 53 PLF Total Dead Load: wD-2= 20 PLF Total Load: wT-2= 85 PLF Point Load Live Load: PL-2= 2412 LB Dead Load: PD-2= 1874 LB Location (From left end of span): X-2= 6.0 FT Properties for:W6x12/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 6.03 IN Web Thickness: tw= 0.23 IN Flanqe Width: bf= 4.00 IN Flanqe Thickness: tf= 0.28 IN Distance to Web Toe of Fillet: k= 0.53 IN Moment of Inertia About X-X Axis: Ix= 22.10 IN4 Section Modulus About X-X Axis: Sx= 7.31 IN3 Radius of Gyration of Compression Flanqe+ 1/3 of Web: rt= 1.06 IN Design Properties per AISC Steel Construction Manual: Flanqe Bucklinq Ratio: FBR= 7.14 Allowable Flanqe Buckling Ratio: AFBR= 10.83 Web Bucklinq Ratio: WBR= 26.22 Allowable Web Bucklinq Ratio: AWBR= 106.67 Controllinq Unbraced Lenqth: Lb= 0.0 FT Limitinq Unbraced Lenqth for Fb=.66*Fy: Lc= 4.22 FT Allowable Bendinq Stress: Fb= 23.76 KSI Web Heiqht to Thickness Ratio: h/tw= 23.78 Limitinq Web Heiqht to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controllinq Moment: M= 13654 FT-LB 5.98 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on'span(s)2 Nominal Moment Strength: Mr= 14474 FT-LB ` Controllinq Shear: V= 2723 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strenqth: Vr= 19971 LB Moment of Inertia(Deflection): Ireq= 20.04 IN4 1= 22.10 IN4 Uniformly Loaded Floor Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.14 By: KMW,Archi-Tech on:06-09-2008 : 12:03:16 AM Project: SILLIMAN-Location: (51) 11.5'bm. @ basement-office Summary: (2) 1.75 IN x 7.25 IN x 11.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 89.1% Controlling Factor: Moment of Inertia/Depth Required 5.86 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.14 IN Live Load: LLD= 0.10 IN=U1403 Total Load: TLD= 0.24 IN=U567 Reactions(Each End): Live Load: LL-Rxn= 304 LB Dead Load: DL-Rxn= 447 LB Total Load: -TL-Rxn= 751 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.29 IN Beam Data: Span: L= 11.5 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 0.66 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 0.66 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 50 PLF Beam Loading: Beam Total Live Load: wL= 53 PLF Beam Self Weight: BSW= 8 PLF Beam Total Dead Load: wD= 78 PLF Total Maximum Load: wT= 131 PLF Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: 0 PSI 1900= 00 Stress Perpendicular to Grain' Fc�e E 000 PSI Adjusted Properties Fb'(Tension): Fb'= 2785 PSI Adjustment Factors:Cd=1.00 CF=1.07 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2158 FT-LB 5.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 675 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 9.30 IN3 S= 30.66 IN3 Area(Shear): Areq= 3.56 IN2 A= 25.38 IN2 Moment of Inertia(Deflection): Ireq= 58.76 IN4 1= 111.15 IN4 Multi-Span Floor Beamr 99 BOCA National Buildinq Code(97 NDS)]°Ver: 7.01.14 Bv: KMW,Archi-Tech on:06-09-2008 : 12:07:51 AM Protect: SILLIMAN- Location: (53) 10'girt @ basement-dining Summary: (2) 1.75 IN x 9.5 IN x 10.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:23.4% Controllinq Factor: Moment of Inertia/Depth Required 8.86 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.10 IN Live Load: LLD-Center= 0.22 IN=U547 Total Load: TLD-Center= 0.32 IN =U370 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2226 LB Dead Load: DL-Rxn-A= 970 LB Total Load: TL-Rxn-A= 3196 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-A= 1.22 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 2378 LB Dead Load: DL-Rxn-B= 1193 LB Total Load: TL-Rxn-B= 3571 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.36 IN Beam Data: Center Span Lenqth: L2= 10.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 10.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 40.0 PSF Floor Dead Load: FDL-2= 15.0 PSF Floor Tributary Width Side One: Trib-1-2= 4.75 FT Floor Tributary Width Side Two: Trib-2-2= 6.0 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 430 PLF Total Dead Load: wD-2= 161 PLF Total Load: wT-2= 602 PLF Point Load Live Load: PL-2= 304 LB Dead Load: PD-2= 447 LB Location (From left end of span): X-2= 7.5 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 CF=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 8489 FT-LB 5.3 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 3150 LB At a distance d from riqht support of span 2(Center Span) . Critical shear created by combining all dead loads and live loads on span(s)2 „ Comparisons With Required Sections: Section Modulus(Moment): Sreq= 37.95 IN3 S= 52.65 IN3 Area(Shear): Areq= 16.58 IN2 A= 33.25 IN2 Moment of Inertia(Deflection): Ireq= 202.58 IN4 1= 250.07 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver:7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:06:21 AM Proiect: SILLIMAN-Location: (54)8.5'bm. @ basement-office Summary: (2) 1.75 IN x 9.5 IN x 8.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:5.7% Controlling Factor: Section Modulus/Depth Required 9.24 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.11 IN Live Load: LLD-Center= 0.19 IN= U526 Total Load: TLD-Center- 0.30 IN= U339 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2865 LB Dead Load: DL-Rxn-A= 1476 LB Total Load: TL-Rxn-A= 4341 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 1.65 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 3301 LB Dead Load: DL-Rxn-B= 1851 LB Total Load: TL-Rxn-B= 5152 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.96 IN Beam Data: Center Span Length: L2= 8.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 430 PLF Dead Load: wD-2= 161 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 601 PLF Point Load 1 Live Load: PL1-2= 696 LB Dead Load: PD1-2= 440 LB Location(From left end of span): X1-2= 3.0 FT Trapezoidal Load 1 Left Live Load: `TRL-Left-1-2= 330 PLF Left Dead Load: TRD-Left-1-2= 260 PLF Right Live Load: TRL-Riqht-1-2= 330 PLF Right Dead Load: TRD-Right-1-2= 260 PLF Load Start: A-1-2= 3.0 FT Load End: B-1-2= 8.5 FT Load Length: C-1-2= 5.5 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 CF=1.03 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 11139 FT-LB 4.165 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 4241 LB At a distance d from right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 49.80 IN3 S= 52.65 IN3 Area(Shear): Areq= 22.32 IN2 A= 33.25 IN2 Moment of Inertia(Deflection): Ireq= 221.50 IN4 1= 250.07 IN4 Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver: 7.01.14 By: KMW,Archi-Tech on:06-09-2008 : 12:06:39 AM Proiect: SILLIMAN-Location: (55)7.5'girt @ basement-living Summary: (3) 1.75 IN x 9.5 IN x 7.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 30.9% Controlling Factor: Section Modulus/Depth Required 8.3 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= . 0.07 IN Live Load: LLD-Center= 0.12 IN=U733 Total Load: TLD-Center=. _ 0.19 IN=U470 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4494 LB Dead Load: DL-Rxn-A= 2416 LB Total Load: TL-Rxn-A= 6910 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.75 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4150 LB Dead Load: DL-Rxn-B= 2279 LB Total Load: TL-Rxn-B= 6430 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.63 IN Beam Data: Center Span Length: L2= 7.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 918 PLF Dead Load: wD-2= 403 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT-2= 1337 PLF Point Load 1 Live Load: PL1-2= 1455 LB Dead Load: PD1-2= 1079 LB Location (From left end of span): X1-2= 2.5 FT Point Load 2 Live Load: PL2-2= 304 LB Dead Load: PD2-2= 477 LB Location (From left end of span): X2-2= 5.5 FT Properties For: 1.9E Microlam-iLevel Trus Joist . Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 CF=1.03 . Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 13497 FT-LB 3.3 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 5907 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 60.35 IN3 S= 78.97 IN3 Area(Shear): Areq= 31.09 IN2 A= 49.88 IN2 Moment of Inertia(Deflection): Ireq= 239.54 IN4 1= 375.10 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:06:41 AM Project: SILLIMAN-Location: (56)7.5'girt @ basement-living Summary: (3) 1.75 IN x 9.5 IN x 7.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:87.9% Controlling Factor: Section Modulus/Depth Required 7.25 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.04 IN Live Load: LLD-Center= 0.09 IN = U982 Total Load: TLD-Center= 0.13 IN =U674 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3443 LB Dead Load: DL-Rxn-A= 1570 LB Total Load: TL-Rxn-A= 5012 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 1.27 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 3443 LB Dead Load: DL-Rxn-B= 1570 LB Total Load: TL-Rxn-B= 5012 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.27 IN Beam Data: Center Span Length: L2= 7.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 918 PLF Dead Load: wD-2= 403 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT-2= 1337 PLF Properties For: 1.9E Microlam-iLevel.Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): - Fb'= 2684 PSI Adjustment Factors: Cd=1.00 CF=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 9398 FT-LB 3.75 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 4010 LB At a distance d from right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 42.02 IN3 S= 78.97 IN3 Area(Shear): - Areq= 21.10 IN2 A= 49.88 IN2 Moment of Inertia(Deflection): Ireq= 166.91 IN4 1= 375.10 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS))Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:06:43 AM Proiect: SILLIMAN-Location: (58)3.5'bm. @ bulk head Summary: (2) 1.75 IN x 7.25 IN x 3.75 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 37.1% Controlling Factor: Section Modulus/Depth Required 6.19 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center= 0.03 IN = U1366 Total Load: TLD-Center= 0.05 IN=U877 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1801 LB Dead Load: DL-Rxn-A= 1117 LB Total Load: TL-Rxn-A= 2918 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.11 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2031 LB Dead Load: DL-Rxn-B= 1222 LB Total Load: TL-Rxn-B= 3252 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.24 IN Beam Data: Center Span Length: L2= 3.75 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 3.75 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 104 PLF Dead Load: wD-2=. 197 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 309 PLF Point Load 1 Live Load: PL1-2= 3442 LB Dead Load: PD1-2= 1570 LB Location (From left end of span): X1-2= 2.0 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2785 PSI Adjustment Factors: Cd=1.00 CF=1.07 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 5190 FT-LB 1.988 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 3067 LB At a distance d from right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 22.37 IN3 S= 30.66 IN3 Area(Shear): Areq= 16.14 IN2 A= 25.38 IN2 Moment of Inertia(Deflection): Ireq= 38.00 IN4 1= 111.15 IN4 - Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:07:55 AM Protect: SILLIMAN- Location: (frame change)5.5' bm. @ second floor ceiling Summary: (2) 1.75 IN x 7.25 IN x 5.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 105.2% Controlling Factor: Section Modulus/Depth Required 5.06 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.03 IN Live Load: LLD-Center= 0.04 IN=U1487 Total Load: TLD-Center- 0.07 IN =U913 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 992 LB Dead Load: DL-Rxn-A= 620 LB Total Load: TL-Rxn-A= 1612 LB Bearing Len. th Required(Beam only,support capacity not checked): BL-A 0.61 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 720 LB Dead Load: DL-Rxn-B= 447 LB Total Load: TL-Rxn-B= 1167 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.44 IN Beam Data: Center Span Length: L2= 5.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:- Lu2-Bottom= 5.5 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: ' Uniform Load: Floor Live Load: FLL-2= 30.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2=• 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 8 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 40 PLF Total Dead Load: wD-2= 13 PLF Total Load: wT-2= 61 PLF Point Load Live Load: PL-2= 1494 LB Dead Load: PD-2= 951 LB Location (From left end of span): X-2= 2.25 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp=. 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2785 PSI Adjustment Factors: Cd=1.00 CF=1.07 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3468 FT-LB 2.255 Ft from left support of span 2 (Center Span) Critical moment created by combining.all dead loads and live loads on span(s)2 Controlling Shear: V= 1578 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2, Comparisons With Required Sections: Section Modulus(Moment): Sreq 14.95 IN3 S= 30.66 IN3 Area(Shear):, Areq= 8.31 IN2 A= 25.38 IN2 Moment of Inertia(Deflection): Ireq= 36.50 IN4 1= 111.15 IN4 L ' Multi-Span Floor Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.14 Bv: KMW,Archi-Tech on:06-09-2008 : 12:08:08 AM Proiect: SILLIMAN-Location:6.5'bm. @ side entry Summary: (3) 1.75 IN x 7.25 IN x 6.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 73.2% Controlling Factor: Section Modulus/Depth Required 5.61 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.05 IN Live Load: LLD-Center= 0.07 IN =U1118 Total Load: TLD-Center- 0.12 IN = U646 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 947 LB Dead Load: DL-Rxn-A= 801 LB Total Load: TL-Rxn-A= 1748 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-A= 0.44 IN Center Span Riqht End Reactions(Support B):. Live Load: LL-Rxn-B= 1888 LB Dead Load: DL-Rxn-B= 1368 LB Total Load: TL-Rxn-B= 3256 LB Bearing Length Required (Beam only,support capacity not checked): BL-B= 0.83 IN Beam Data: Center Span Lenqth: L2= 6.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.5 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 30.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 2.0 FT Floor Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW= 12 PLF Wall Load: Wall-2= 75 PLF Total Live Load: wL-2= 60 PLF Total Dead Load: wD-2= 95 PLF Total Load: wT-2= 167 PLF Point Load Live Load: PL-2= 2445 LB Dead Load: PD-2= 1474 LB Location(From left end of span): X-2= 4.5 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= .285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2785 PSI Adjustment Factors: Cd=1.00 CF=1.07 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controllinq Moment: M= 6162 FT-LB 4.485 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 3158 LB At a distance d from riqht support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 26.56 IN3 S= 45.99 IN3 Area(Shear): Areq= 16.62 IN2 A= 38.06 IN2 Moment of Inertia(Deflection): Ireq= 77.44 IN4 I= . 166.72 IN4 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 7.01.14 By: KMW,Archi-Tech on:06-09-2008 : 12:06:44 AM Proiect: SILLIMAN- Location: (a-newbeam)5.5'bm. @ cased opening Summary: (2) 1.75 IN x 5.5 IN x 5.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:52.5% Controlling Factor: Moment of Inertia/Depth Required 4.78 In Center Span Deflections: Dead Load: DLD-Center= 0.04 IN Live Load: LLD-Center= 0.10 IN =U657 Total Load: TLD-Center= 0.14 IN=U458 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1238 LB Dead Load: DL-Rxn-A= 539 LB Total Load: TL-Rxn-A= 1777 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 0.68 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= . 1238 LB Dead Load: DL-Rxn-B= 539 LB Total Load: TL-Rxn-B= 1777 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.68 IN Beam Data: Center Span Lenqth: L2= 5.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 5.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: L/ 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 450 PLF Dead Load: wD-2= 190 PLF Beam Self Weight: BSW= 6 PLF Total Load: wT-2= 646 PLF Properties For: 1.9E Microlam-iLevel Trus Joist Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc—perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2891 PSI Adjustment Factors: Cd=1.00 CF=1.11 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 2443 FT-LB 2.75 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: - V= 1492 LB At a distance d from riqht support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 10.14 IN3 S= 17.65 IN3 Area(Shear): Areq= 7.85 IN2 A= 19.25 IN2 Moment of Inertia(Deflection): Ireq= 31.81 IN4 1= 48.53 IN4 . Multi-Loaded Beamf 99 BOCA National Buildinq Code(97 NDS)1 Ver: 7.01.14 B : KMW Archi-Tech on:0 - -V 6 09 2008 : 12:06:56 AM Proiect: SILLIMAN-Location: (b-newbeam)6.5'bm.@ hallway ceiling Summary: (2) 1.5 IN x 7.25 IN x 6.5 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:9.7% Controllinq Factor:Area/Depth Required 6.61 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.03 IN Live Load: LLD-Center= 0.07 IN= U1188 Total Load: TLD-Center= 0.09 IN=U844 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 820 LB Dead Load: DL-Rxn-A= 343 LB Total Load: TL-Rxn-A= 1163 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-A= 0.91 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 573 LB Dead Load: DL-Rxn-B= 225 LB Total Load: TL-Rxn-B= 798 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.63 IN Beam Data: Center Span Lenqth: L2= 6.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: L/ 300 Center Span Loading: Uniform Load: Live Load: wL-2= 132 PLF Dead Load: wD-2=• 44 PLF Beam Self Weight: BSW= 4 PLF Total Load: wT-2= 180 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 153 PLF Left Dead Load: TRD-Left-1-2= 73 PLF Riqht Live Load: TRL-Riqht-1-2= 153 PLF Riqht Dead Load: TRD-Right-1-2= 73 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 3.5 FT Load Lenqth: C-1-2 3.5 FT Properties For:#2-Spruce-Pine-Fir Bendinq Stress: Fb= 875 PSI Shear Stress: - Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1050 PSI Adjustment Factors: Cd=1.00 CF=1.20 Fv': Fv'= 70 PSI - Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 1666 FT-LB 2.86 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 925 LB - At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 19.04 IN3 S= 26.28 IN3 Area(Shear): Areq= 19.83 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 33.88 IN4 1= 95.27 IN4 r Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver: 7.01.14 By: KMW,Archi-Tech on: 06-09-2008 : 12:06:58 AM Project: SILLIMAN-Location: (d-newbeam)3.75'bm. @ basement ceiling Summary: (2) 1.5 IN x 7.25 IN x 3.25 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:27.3% Controlling Factor:Area/Depth Required 5.7 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.00 IN Live Load: LLD-Center= 0.01 IN=U4120 Total Load: TLD-Center= 0.01 IN= U2702 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 817 LB Dead Load: DL-Rxn-A= 429 LB Total Load: TL-Rxn-A= . 1246 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.98 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 817 LB Dead Load: DL-Rxn-B= 429 LB Total Load: TL-Rxn-B= 1246 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.98 IN Beam Data: Center Span Length: L2= 3.25 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 3.25 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 53 PLF Dead Load: wD-2= 20 PLF Beam Self Weight: BSW= 4 PLF Total Load: wT 2= 77 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 450 PLF Left Dead Load: TRD-Left-1-2= 240 PLF Right Live Load: TRL-Riqht-1-2= 450 PLF Right Dead Load: TRD-Right-1-2= 240 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 3.25 FT Load Length: C-1-2= 3.25 FT Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1050 PSI Adjustment Factors: Cd=1.00 CF=1.20 Fv': Fv'= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1013 FT-LB 1.625 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 798 LB At a distance d from right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 11.57 IN3 S 26.28 IN3 Area(Shear): Areq= 17.09 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 10.58 IN4 1= 95.27 IN4 + � F Uniformly Loaded Floor Beam[99 BOCA National Building Code(97 NDS)]Ver:7.01.14 Bv: KMW,Archi-Tech on:06-09-2008 : 12:03:19 AM Project: SILLIMAN-Location: (e-newbeam)5.5'bm. @ basement ceiling Summary: (2) 1.5 IN x 7.25 IN x 5.5 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate Bv:502.6% Controlling Factor:Area/Depth Required 2.74 In 'Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN=U8099 Total Load: TLD= 0.01 IN=U5585 Reactions(Each End): Live Load: LL-Rxn= 145 LB Dead Load: DL-Rxn= 65 LB Total Load: TL-Rxn= 211 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.17 IN Beam Data: Span: L= 5.5 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 0.66 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 0.66 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 53 PLF Beam Self Weight: BSW= 4 PLF Beam Total Dead Load: wD= 24 PLF Total Maximum Load: wT= 77 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticitv: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1050 PSI Adjustment Factors: Cd=1.00 CF=1.20 Fv': Fv'= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 289 FT-LB 2.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 168 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 3.31 IN3 S= 26.28 IN3 Area(Shear): Areq= 3.61 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 5.12 IN4 a 1= 95.27 IN4 r Multi-Loaded Beam(99 BOCA National Buildinq Code(97 NDS)1 Ver: 7.01.14 Bv: KMW,Archi-Tech on:06-09-2008 : 12:07:01 AM Protect: SILLIMAN-Location: (f-newbeam)3.5'bm.@ basement ceiling Summary: (2) 1.5 IN x 7.25 IN x 3.5 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate Bv: 16.7% Controllinq Factor:Area/Depth Required 6.21 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.01 IN=U3450 Total Load: TLD-Center= 0.02 IN=U2204 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 842 LB Dead Load: DL-Rxn-A= 476 LB Total Load: TL-Rxn-A= 1318 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 1.03 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 842 LB Dead Load: DL-Rxn-B= ' 476 LB Total Load: TL-Rxn-B= 1318 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.03 IN Beam Data: Center Span Lenqth: L2= 3.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 3.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 481 PLF Dead Load: wD-2= 268 PLF Beam Self Weight: BSW= 4 PLF Total Load: wT-2= 753 PLF Properties For:#2-Spruce-Pine-Fir Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1050 PSI Adjustment Factors: Cd=1.00 CF=1.20 Fv': Fv'= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 1153 FT-LB 1.75 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 870 LB At a distance d from riqht support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 13.18 IN3 S= 26.28 IN3 Area(Shear): Areq= 18.64 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 12.97 IN4 1= 95.27 IN4 r Multi-Span Floor Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.14 Bv: KMW,Archi-Tech on: 06-09-2008 : 12:07:56 AM Protect: SILLIMAN-Location: (h-newbeam) 11.5'@ basement ceiling Summary: (3) 1.75 IN x 7.25 IN x 11.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:27.6% Controllinq Factor: Moment of Inertia/Depth Required 6.68 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.16 IN Live Load: LLD-Center= 0.20 IN =U677 Total Load: TLD-Center= 0.36 IN =U383 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 994 LB Dead Load: DL-Rxn-A= 757 LB Total Load: TL-Rxn-A= 1751 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 0.44 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 606 LB Dead Load: DL-Rxn-B= 515 LB Total Load: TL-Rxn-B= 1120 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.28 IN Beam Data: Center Span Lenqth: L2= 11.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.5 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 40.0 PSF Floor Dead Load: FDL-2= 15.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 12 PLF Wall Load: Wall-2= 25 PLF Total Live Load: wL-2= 53 PLF Total Dead Load: wD-2= 45 PLF Total Load: wT-2= 109 PLF Point Load Live Load: PL-2= 992 LB Dead Load: PD-2= 620 LB Location (From left end of span): X-2= 3.5 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2785 PSI Adjustment Factors:Cd=1.00 CF=1.07 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 5442 FT-LB 3.565 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 1688 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 23.45 IN3 S= 45.99 IN3 Area(Shear): Areq= 8.88 IN2 A= 38.06 IN2 Moment of Inertia(Deflection): Ireq= 130.70 IN4 1= 166.72 IN4 4 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 7.01.14 Bv: KMW,Archi-Tech on:06-09-2008 : 12:07:02 AM Project: SILLIMAN-Location: (g-newbeam)8'bm. @ basement ceiling Summary: (2) 1.75 IN x 7.25 IN x 8.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate Bv:25.8% Controllinq Factor: Moment of Inertia/Depth Required 6.72 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.10 IN Live Load: LLD-Center- 0.16 IN=U612 Total Load: TLD-Center- 0.25 IN =U377 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1514 LB Dead Load: DL-Rxn-A= 920 LB Total Load: TL-Rxn-A= 2434 LB Bearinq Lenqth Required(Beam only, support capacity not checked):. BL-A= 0.93 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1412 LB Dead Load: DL-Rxn-B= 886 LB Total Load: TL-Rxn-B= 2298 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.88 IN Beam Data: Center Span Lenqth: L2= 8.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: ' Live Load: wL-2= 328 PLF Dead Load: wD-2= 205 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 541 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2=' 83 PLF Left Dead Load: TRD-Left-1-2= 28 PLF Riqht Live Load: TRL-Riqht-12= 83 PLF Riqht Dead Load: TRD-Right-1-2= 28 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 2.25 FT Load Lenqth: C-1-2= 2.25 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 20 PLF Left Dead Load: TRD-Left-2-2= 7 PLF Riqht Live Load: TRL-Riqht-2-2= 20 PLF Riqht Dead Load: TRD-Right-2-2= 7 PLF Load Start: A-2-2= 2.25 FT Load End: B-2-2= 8.0 FT Load Length: C-2-2= 5.75 FT Properties For: 1.9E Microlam-iLevel Trus Joist Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc-perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2785 PSI Adjustment Factors: Cd=1.00 CF=1.07 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 4650 FT-LB 3.92 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 2069 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads a * Is on span(s)2 Comparisons With Required Sections: � �U Section Modulus(Moment): Sreq= 20.04 IN3 S= 30.66 IN3 Area(Shear): Areq= 10.89 IN2 Moment of Inertia(Deflection): tS '6 A d ( Nnr ow Ireq= 88.36. IN4 1= 111.15 IN4 TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map oa'a Parcel �6 Application # Health Division Date Issued d� Conservation Division Application Fe Planning Dept. Permit Fee S' Date Definitive Plan.Approved by Planning Board D D` Historic - OKH Preservation/Hyannis t Project Street Address f� SC,4 D 0L_ C a `T-Q l`I Village Owner 6 NAw.- 4- r�.S1��. I�c �n Address Y! Scko0 T- arc c i Telephone 2 60 7 Permit Request- �A l,J k A� r ®) 0 � 3 e h P0J 4a _ /V I� H S I (A old Square feet: 1 st floor: existing proposed 2nd floor: existing proposed Total-new Zoning District Flood Plain Groundwater Overlay Project Valuation � 00 V Construction Type W 00 R 4.- Lot Size 2-®, 3 5-1 Grandfathered: ❑Yes J!�No If yes, attach supporting documentation. Dwelling Type: Single Family ' Two Family ❑ Multi-Family(# units) Age of Existing Structure ° 6 VIVO f a Historic House: a es ❑ No On Old King's Highway: ❑Yes B Flo Basement Type: 2'Full ❑ Crawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) b l 0 Basement Unfinished Area(sq.ft) '72 4 Number of Baths: Full: existing_ new Half: existing l new Number of Bedrooms: existing _new Total Room Count (not including baths): existing new First Floor Room Count Heat Type and Fuel: ,'SGas ❑ Oil ❑ Electric ❑Other Central Air: )&Yes ❑ No ' Fireplaces: Existing / New Existing wood/coal stone: ❑..Yes UNo Detached gar e: ❑ existing ❑ new size_Pool: ❑existing ❑ new size — Barn: ❑ e�x isting newt size_ Attached garnne: ❑ existing ❑ new size _Shed: ❑existing ❑ new size — Other: c� "' Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ Commercial ❑Yes ;lo If yes, site plan review# Current Use Proposed Use APPLICANT INFORMATION p (BUILDER OR HOMEOWNER) Name �}U`'���( l���C Telephone Number 70 6 Qo Addre License# Cs (-7xes4c4 Ac Home Improvement Contractor# Worker's Compensation # ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO (4C�rn�` " SIGNATURE DATE Ell U �b t FOR OFFICIAL USE ONLY H APPLICATION# DATE ISSUED MAP/PARCEL NO. ADDRESS VILLAGE OWNER . DATE OF INSPECTION: I FOUNDATION i t FRAME Q loomq,— ® INSULATION (2 oso I2 1l� x .FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL } GAS: ROUGH FINAL 1 FINAL BUILDING 6 d� �3 ® �O'��: I r , DATE CLOSED OUT 'Al ASSOCIATION PLAN NO. r r � 0 �'w '• ftl U�21 on an S 3oar�. o u� g g .. One Ashburton Place - Room 1301 LC Boston. Massachusetts 02108 n ne tract.or Registratio n { I-Io�ne Improve e 0� =-. _..:4�. .~ R8gES1fA�1on.. 1582-12 N Type: DSA 1212712G49 i r# 2525 � xpir8tEon- i DOt�ALD BLISS REMODELING DpNALD BLISS P.O. BOX - _ ----- - E MA 02644 FOREST change O f it F Tsa update Adds�s and return card.Mark rya _ Lost Card Address L] Renewal ❑ Empioymtn t i i IDi-PG e ppSCAi A 5M-07 S O z m z O cn • m co N (Jl O co s` r A N m m O m ' N m The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations ' a 600 Washington Street Boston,AM 02111 www.mass.gov/dia ' Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers _Applicant Information Please Print Le�ib� Name(Business/Organization/Individual): DOtJ AL h 90 is •Address: go Y o q City/State/Zip: 41usrA4 e:a AAQ. Phone.#: Are you an employer? Check the appropriate bog: _'type of project(required):, 1.❑ I am a employer with 4. I am a general contractor and I * have hired the sub-contractors 6. El New construction . ropi es(full and/or part-time). ?, Remodeling 2. t I am a•sole proprietor or partner- listed on the'attached sheet. ❑ g ship and have no employees These sub-contractors have g, ❑Demolition employees and have workers' working for me in any capacity. 9. ❑Building addition [No workers' comp.insurance comp, insurance.$ required.] 5. We are a corporation and its 10.[]•Electrical repairs or additions 1. I am a homeowner doing all work . officers have exercised their 11.❑Plumbing repairs or additions ' myself.[No workers' comp. right of exemption per MGL 12.❑Roof repairs insurance.required.]t c. I52, §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 workers'compensation policy information. t Homeowners,who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. $Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether ornot those entities have employees. If the sub-contractors have employees,they must provide their workers'comp,policy number. I am' an employer that is providing workers'compensation insurance for my employees. Below is.the policy and job site information. Insurance Company Name: RWFo M Policy#or Self-ins.Lic.#: Expiration Date: Job Site Address: at t a lva i S-f• City/State/Zip: ouer ` Qaas" . Attach a copy of the workers' compensation policy declaration page'(showing the policy number and expiration date). Failure.to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK,ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement maybe forwarded to the Office of Investigations of the DIA for insurance coverage verification. _ I do her certify u er the pains and penalties of perjury that the information provided abo ve is true and correct. Si afore: Date: " Phone#: 70ffficialnly. Do not write in this area, to be completed by.city or town officiaL n: Permit/License# Issuing Authority(circle one): .I.Board of Health 2,Building Department 3. City/Town Clerk 4.Electrical Inspector 5,Plumbing Inspector 6. Other Contact Person: Phone#: Massachusetts General Laws chapter 152 requires all employers to provide workers' compensation for their employees. Pursuant to this statute, an employee is defined as "...every person in the service of another under any contract of hiie, express or implied, oral or written." An employer is defined as "an individual,partnership,association,corporation or other legal entity,or any two or more of the foregoing engaged in a' joint enterprise, and including the legal representatives of a deceased employer, or the receiver or trustee-of an individual,partnership,association or other legal entity, employing employees. However the owner of a dwelling house having not more than three apartments and who resides therein,or the occupant of the dwelling house of another who employs persons to do maintenance,construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer." MGL chapter 152, §25C(6)also states that"every state or local licensing agency shall withhold the issuance or renewal of a license or permit to'operate a business or to construct buildings in the couunonwealth for any applicant who has not produced acceptable evidence of compliance with the insurance coverage required." Additionally,MGL chapter..152, §25C(7)states"Neither the commonwealth nor any of its political subdivisions shall enter into any contract for.the performance of public-work until acceptable evidence of cornpllaace with:the insurance requirements of this chapter have been presented'to the contracting authority. Applicants Please fill out the workers' compensation affidavit completely,by checking the boxes that apply to your situation and,if necessary,supply sub-contraotor(s)name(s),address(es)and phone number(s) along with their certificate(s)of .. insurance. Limited Liability Companies(LLC)or Limited Liability Partnerships(LLP)with no employees other than the ' members*or partners, are not required to carry workers' compensation insurance. If an LLC or LLP does•have , employees, a policy is required. Be advised that this affidavit may be submitted to the Department of Industrial Accidents for confirmation of insurance coverage: Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit.or license is being requested,not the Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy,please call the Department at the number listed below. Self-insured companies should enter their self-insurance license number on the appropriate line. City or Town Officials Please be sure that the affidavit is complete'and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant. Please be sure to fill in the permit/license number which will be used as a reference number. In addition, an applicant that must submit multiple permit/license applications in any given year,need only submit one affidavit indicating current policy information(if necessary)and under"Job Site Address"the applicant should write"all-locations in (city or " c' o town may be provided to the t has been officially stamped or marked b the i r town). A copy of the affidavit that y p y city y applicant as proof that a valid affidavit is on file for future permits or licenses. A new affidavit must be filled out each year.Where a home owner or citizen is obtaining a license or permit not related to any business or commercial venture (i.e. a dog license or permit to bum leaves etc.)said person is NOT required to complete this affidavit. The Office of Investigations would like to thank you in advance for your cooperation and should you have any questions, please do not hesitate to give us a call. The Department's address,telephone-and fax number:. The Cozmx =wealth of Massachusetts F Dqpart mmt of Indust al•A,.ecxclmts Office of Investigations 6.00 WaAi4tori Strdet" Baston,.MA 0.2111 . Tel. 617-727-000 ext 406 or I-877-MASSAFE Fax#617-727-7749 Revised 11-22-06 www.mass.gov/dia i °FTHEr, Town of Barnstable w Regulatory.Services ELARx S. Thomas F. Geiler,Director TFn�.va Building Division Tom Perry, Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: S08-790-6230 Property Owner Must Complete and Sign This Section If Using A Builder I, Les Si I I t rYa r) , as Owner of the subject property hereby authorize e)r1G1c4 bkxSS- to act on my behalf, in altmatters relative to work authorized by this building`permit application for: 1�1 School . G+U-%�0 0- c�35 (Address of Job) -Ad 10 �2 og e of Owner Date Les e,A Print Name y applying for permit lease complete the Homeowners License � If Property Owner is pp yuig p p p Exemption Form on the reverse side. Town of Barnstable pC IHt r�yy o Regulatory Services a Thomas F.Geiler,Director HARNSIAHM g MASS. �p 0.19. a,4 Building Division r�0 1"F'y Tom Perry,Building Commissioner . 200 Main Street, Hyannis, MA 02601 R'ww.town.barnstable.ma:us Office: 508-862-4038 Fax: 508-790-6230 H01%1EOWNER 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 OFHOMEOWNER� 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'sdch 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'of larger will be required to comply with the '- State Building Code Section 127.0 Construction Control. HOMEOWNER'S EXEMPTION The Code states that: "Any homeowner performing work for which a building permit is required shall be exempt from the provisions of this section(Section 109.1.1-Licensing of construction Supervisors);provided that if the homeowner engages a person(s)for hire to do such work,that such Homeowner shalt act as supervisor." Many homeowners who use this exemption aie unaware that they are assuming the responsibilities of a supervisor(see Appendix Q. Rules&Regulations for ucensing.Construction Supervisors,Section 2,15) This lack of awareness often results in serious problems,particularly when the horneowner hires unlicensed persons. In this case,our Board cannot proceed against the unlicensed person as it would Hith 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, sibilities of a Supervisor. On the)ast page of this issue is a form currently used by that the homeowner certify that hdshe understands the respon several towns. You may care t amend and adopt such a form/certification for use in your community. / � x': ✓fie -�onvr�z�,, � ,%�.��.uve� Board of Bu�ldmg Regulations and St ndards,- / Construction'S,upervisot License `V i Ta fK Licegnse ;CS 60556 # . Buthdatg--3,..j 3 j n 1/2009 Tr# 11819 i8estiiit10 p I DONALD T BLISSPj'R t` PO BOX 809 FORESTDALE,MA02644. Commissioner Boar o ui ding a la"t�'o gu ns,an an ar s One Ashburton Place - Room 1301 Boston. Massachusetts 02108 Home Improvement ontractor Registration Registration: 158212 ` Type: DBA DONALD BLISS REMODELING " ^' Expiration: 12/27/2009 Tr# 262640 DONALD BLISS g P.O. BOX 809 FORESTDALE, MA 02644 ion-Pceaso Update Address and return card.Mark reason for change, _ E] Address ❑ Renewal Ej Employment! � Lost Card 08/06,12,008 11:22 5087469330 SCHELLE I!--1SURA'1H'CE PAGE 0 IL A-CORD, DATE(MMIDONYYY) CERTIFICATE OF LIABIPTY INSURANCE 8/6/08 PRODUCER THIS C EFM FICA TE IS ISSUED OAS MATTER OF INFORMATION Schell® insurance Agency, Ira Y AND COWF-�M -'JO PJGHTS UPON THE CEYMPICATE 116 Long Pond Rd ML,-,M 'IRS CErnVICATE WES NOT AMENA EXTEND OR A� TM T HE COVAGE AFFORDED BY THE P(XiCIES BEI.04Af- p 0 Box 887 Plymouth, MA 02362-088 INSURED Nautilurj Tnsaranue C Donald nlias INSUPER.B. Unde--writc�rs Tna Cc PO Box Ova iNSUREF 02644 INSURRR'r; COVERAGES THE PCVQ'IE4�OF: INSURANCL ! O' A04 1,�TED BELOW HaVE ;:_�SIJE;D,TO UHFTr',= t)CjLr-)' NIDIVATHSTANC)ING AWy 'EQUIREMP17. TEP-V ORCONDI!7e,-� --"H Yr`-S CZ 'V',AY BE ISSUED OR .—N F VIAY PE.RTP,!N. 7H= M LJ .At4E AFFORDED I Pi,) E US I GEA-E Lik'!T 'ECTC AL. MMM - -! L �0 � AODSOCHG - - 1NCNMION y CEE� -ilsitiqu., 7_1 POW;y NUM12PR POL LYPAITION 1,V -11-� 'm2i:= !Lt, n2b GVJS�' IUA.91LITY 50,000D 0 000 F)' Rjr 777C,;�,E—D A CLAIMS NVD� -Q S VE0 R 1 000,000 $ 2,000,000 -GEN't-3GGY^E'."TE P0.7AP`'L-EES PcR, --S I �n,J C G r l PAQ P ACr C-_L�d00 0 PRO- ALJT0M09,i.=.L1A2.L1T't 50 CA Ly r.JUR WRED A,jTO'S �LIT 1-0�V? E AA C%C F)E�q'r '-1NYA1,1T0 I ............. AU M.C,11-Y ccc';p MADE RPMMON WORKCPS Cf)MPENTSATION ANt: ViC S,ATL- CJH r=mpLoym�-LIABILI7Y V-, 6 2 e- 0 EL AC r:0�-.NT __j I II E 100,000 ANYPRUt- �Tcj=j;'-'.RTI�FR.,�X2C,jTiv- OFFICEPAX',;M�,._2r,EAIXUQPD ! A D�7-: �:-:-fit-% Vr- 100,000 x �= .-:: OT W.I.q 00,,000 DESCWTON OP OOERIAMNS f ICL-s mtnne-r SLY .Donald Sliss, Ownet is nct covered fOr T40-tiui-tans coz-.p CBZTIFICATEHOLDG� CANCELLATION HOU,'.D ANYOF TH�,A.60','E Town Of BarnatabjA CA 4C PLAb ttFORE I'HE EXPIRATION Rast Mlairt St OAT!-t-rH=-pFjF, -1E IN&JRE.,WILL TO MJIJL-�Q 0AY!9 WRIrM-4 Hymnnis, ma NOril-'r Tc-7,11E CEF.IWICAI-E NAMED TO LerT,V,(j7 FAd-LURF TO DO$0 SHALL Hk9pr4at NO 09LIGAIGN OR U*!LM CIF AN1Y MID LIPCN Tl'.E INSUFREgL ITS AGENTS OR REPRIESENTAIWES. ACORD 25(2001108) ACORD CORPORATION 1988 ICU bA SMOKE DETECTORS REV EWER e/ •- BARNSTABLE BUILDING DEPT. DATE sp FIRE DEPARTMENT TE / t� BOTH SIGNATURES ARE REQUI D F S 3 NWW 3 _ ,� 1 0 co 47. L aoa rr •4S' LOT AREA 20.351 SFt OD n, • � O o° DWELLING UNDER CONSTRUCTION 99.76' 8S cO EXISTING 15.5' BLDG. EXISTING SHED f\ N 99.25' L6 222.98, PLOT PLAN SHOWING NEW OUT- BUILDINGS PREPARED EXCLUSIVELY FOR THE BUILDING DEPT., NOT FOR ANY OTHER USE LOCATION 141 SCHOOL STREET (COTUIT) BARNSTABLE, MA SCALE : 1" = 30' DATE : JULY 10, 2008 REFERENCE ASSESSOR'S MAP 20 PARCEL 86 PREPARED FOR: DEED BOOK 13036 PAGE 149 , GRAHAM & LESLIEi PLAN BOOK 233 PAGE 93 I HEREBY CERTIFY THAT THE STRUCTURE SILLINIA�, -�1 SHOWN ON THIS PLAN IS LOCATED ON THE s'jtNOF44S , GROUND AS SHOWN HEREON. i QP TIMOTHY off 508-362-4541 G fmc 508 362-9880 g H. ny . COVELL down cope engineering, inc. No.3 C/V/L ENGINEERS A&4DAt —— — — LAND SURVEYORS 939 Main Street — YARMOUTHPORT, MASS. REG. LAND SU I r Town of Barnstable -� Regulatory Services ' NAM . Thomas F.Geller,Director Building Division Thomas Perry,,CBO,Building Commissioner, 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma.us 'Office: 508-862-4038 Fax: 508-750-6230 PLAN REVIEW Owner: �e Map/Parcel: 42-0. 0,P6 Project Address ��l.fcfi(�c STD _G�� Builder: '�lS5 The following items were noted on reviewing: D�N6 //V&- AP V—//-ZEA r-ryR n2 &6rtUEERtA�0 /(�Qur rz" 10,W /f-I-L SrE /Q5,904-c- Oft# AJ e7i� n a� `,daoR� P�i2 C079-E. .SnOvo-tce �T p �� ?"c) A 6 A 4 Reviewed.by: Date:.. / _ /� alp Q:Forms:Plnrvw ' The Commonwealth of Massachusetts, F Department of Industrial Accidents € Office of Investigations 600 Washington Street Boston,MA 02111 www.mass.gov/dia Workers"Compensation Insurance.Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print LeLribly NaMe(Business/Organization/Individual): . Address: City/State/Zip: Phone.#: Are you an employer? Check the appropriate box: Type of project(required):. 1.❑ I am a employer with 4. I am a general contractor and I 6. ❑New construction . employees(full and/or part-time).* have hired the sub-contractors 2.D I am a'sole proprietor or partner- listed on the-attached sheet. 7. ❑Remodeling ship and have no employees These sub-contractors have g• Demolition workingfor me in an capacity. employees and have workers' Y P tY $. 9. ❑Building addition [No workers' comp.insurance comp.insurance. 10. Electrical repairs or additions required.] 5. ❑ We are a corporation and its ❑ P officers have exercised their 11. Plumbing repairs or additions '3.❑ I am a homeowner doing all work ❑ • g eP • myself [No workers' comp. right df exemption per MGL 12:❑Roof repairs insurance required.] t C. 152, §1(4),and we have no , employees. [No workers' 13.❑ Other comp. insurance required.] . "Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. $Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must providb their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees Below is the policy and job site information. n n Imurance Company Name: GN drrek' ��In .�,.9✓n • Policy#or Self-ins.Lic. Expiration Date: Job Site Address: I � �,�-640j City/State/Zip: (�Q" �✓l c 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 iip to$1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify under the pains•and penalties of perjury that the information provided above is true and correct: Sienature: Date: �r �• Q _ Phone#: Official use only. Do not write in this area,'tb be completed by city or town official i City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4. Electrical Inspector 5.Plumbing Inspector 6. Other Contact Person: Phone#: of ' ti Town of Barnstable °^ Regulatory Serv'ices _ US&nui.E, + Thomas R.Geiler,Director SATE�w�b,� Building Division Tom Perry, Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.b arnstable.ma.us Office: 508-862-4038 . Fax: 508-790-6230 Property Owner Must Complete and Sign This Section If Using A Builder SL'L11L-rAC , as Owner of-the subject ro e J P P riY hereby authorize r • to act on my behalf, in all matters relative to work authorized bythis building permit application for; , (Address of Job) ignature of Owner Date i Print Name QFORM.S:0WNEUEPD `S10N 7814418765 NSTAR SUNA SW3161 12:38:58 p.m_ 01-08-2008 _ 2,'2 NSTARNSTAR Electric&Gas Company One NSTAR Way,Westwood,Massachusetts 02090-9230 EL Ec TR/c GAS January 8, 2008 Graham Silliman 141 School Street Cotuit; MA 02635 RE: 141.School Street, Cotuit, MA 02635 Dear Graham Silliman: At NSTAR, we're committed to delivering great service. This letter serves as confirmation that the electric service to 141 School Street, Cotuit, MA has been removed. Based on this information, there is no electric power at this address and you may proceed with the demolition. If you have any questions, please contact me at 1-888-633-3797. SincereIy, t •- K. Joh on New Customer Connects 18kp� 1 NM0_I:. t 01/08/2008 09:04 15084287517 r OTUIT- WATER DEPT PAGE 02 `„ Cotult `„ t're AVONt4trict� 1926 -4300 FALMOUTH ROAD, P.O. 80X 451 COTUIT, MASS, 02535 PHONE (508) 428-2687 FAX (508) 428-7517 January 7; 200$ • Mr. Graham.Silliman 1.41 School Street Cotuit, MA 02635 , Dear Mr. SUtiman, This .letter confirms that the water at your home, located at 141 School Street,.was turned off on 1-7/08. Please contact,our office, at 508-428-2687 the morning of the demolition so 16t we. can remove water service ii-Laterials from the site before demolition begins. . Sincaxely, r Sheri Lcavemvortli Business Manager 318�t�y� l�`Jg1 �,1 H A 0 a Page 1 of 2 Santos, Theresa From: George Jessop [gaj@georgejessoparchitect.com] Sent: Monday, December 31, 2007 9:05 AM To: Santos, Theresa Cc: atacotuit@aol.com Subject: FW: BHC approval of foundation design for 131 School St. Cotuit Hi Theresa; Thank you for covering this for Pattie. George From: George Jessop [ma i Ito:gaj@georgejessoparchitect.com]. Sent: Sunday, December 30, 2007 8:07 PM To: Patty Mackey (patty.mackey@town.barnstable.ma.us) Cc: Nancy Clark nbc@cape.com Subject: BHC approval of foundation design for 131 School St. Cotuit Hi Pattie; Would you prepare and sign a letter to Tom Perry on BHC stationery as below; Mr. Thomas Perry, Building Commissioner Town of Barnstable 200 Main Street Hyannis, MA 02601 Reference: Foundation design approval of the Barnstable Historic Commission Dear Tom; At a prior meeting, Mr. Tim Luff, Architect, presented preliminary plans for an addition and necessary limited demolition to the residence at 131 School St., Cotuit. At that meeting, the design was approved and I was authorized to review the final drawings and specifications on behalf of the Commission and to.approve those plans and specifications without further review by the Commission. I have discussed with the architect, Tim Luff, and Chair Nancy Clark, the proposed design for the new foundation at 131 School St., Cotuit. We have a design agreed upon'and made a condition of the approval as follows: • A poured concrete foundation of full depth and projecting not more than 8" above ground at the high side (the left side of the building as seen from the front). • The exterior of the wall visible above grade and six inches below the finish grade is to be parged with white cement and dark brown stone dust or red sand to a smooth trowel finish. • All windows are to be set in areaways of concrete masonry similarly parged on exposed.surfaces inside and outside, or of recycled brick of the existing foundation. • Any bulkhead(s) is to be similarly constructed and finished. have surveyed the foundations of houses in the immediate neighborhood of this proposed alteration and found three of similar finish. We feel this is an appropriate design for a house of the existing age and style. - As previously authorized, I hereby approve the design as submitted and ask the architect or owner to sign the BHC form agreeing to this design decision and.certifying that any changes will be presented to the Commission for approval before any changes are made. I have investigated the work and drafted this letter as l know time is limited for issuance of the permit. I hope this satisfies your request for proof that the BHC has reviewed all of the proposed design and granted approval as presented and described. Sincerely yours, George A. Jessop, jr. AIA 12/31/2007 fF'Nird of Building Regulations antl Sf ndards»1 Construction Superwsor, icense$ License C$ „ 60556 ;x F �B1rEhdate3/_1/1963 iEicpiretton �'' F - 3 1/2009. Tr# 11819 tio Restcien OOy i +� DONALD T BLISS1JR �� f ' PO BOX 809a { FORESTDALE,MA 0264 't k , Comimssioner r Permit# Permit Date REScheck Software Version 3.7.3 Compliance Certificate Project Title: Additions and Alterations to the Silliman Residence Report Date: 12/27/07 Data filename:C:\Program Files\Check\REScheck\Silli man.rck Energy Code: Massachusetts Energy Code Location: Cotuit,Massachusetts Construction Type: 1 or 2 Family, Detached Heating Type: Other(Non-Electric Resistance) Glazing Area Percentage: 18% Heating Degree Days: 6137 Construction Site: Owner/Agent: Designer/Contractor: 141 School Street Timothy Luff Cotuit,MA 02635 Archi-Tech Associates,Inc. 6 School Street Cotuit,MA 02635 508-420-5335 atacotuit@aol.com • o + a0. • e •e^ • • • �•• • Ceiling 1:Cathedral Ceiling(no attic): 629 30.0 0.0 21 Ceiling 2:Flat Ceiling or Scissor Truss: 1288 30.0 0.0 45 Wall 1:Wood Frame,16"o.c.: 2965 13.0 0.0 196 Window 1:Wood Frame:Single Pane: 102 0.480 49 Window 2:Vinyl Frame:Double Pane with Low-E: 329 0.320 105 Window 3:Wood Frame:Double Pane with Low-E: 12 0.320 4 . Door 1:Solid: 40 0.450 18 Door 3:Glass: 90 0.330 30 Floor 1:All-Wood Joist/Truss:Over Unconditioned Space: 1664 19.0 0.0 78 Furnace 1:Forced Hot Air:93.1 AFUE ` Compliance Statement:The proposed building design described here is consistent with the building plans,specifications,and other calcu ions su mitted with the permit application.The proposed building has been designed to meet the Massachusetts Energy Cod r quire nts in with Version 3.7.3 and to comply with the mandatory requirements listed in the REScheck Inspection Che li t.Th eating load for this building,and the cooling load if appropriate,has been determined using the applicable Standard Desi n ondi i s and in the Code.The HVAC equipment selected to heat or cool the building shall be no greater than 125%of e d i@n pecified in Sections 780CMR 1310 and J4.4. ��IGN�� ��� • I�l� 12.2 -o� Builder/Desig er Company Name Date Additions and Alterations to the Silliman Residence Page 1 of 1 -----_ ---- ----- ---- - c;C HELLE 'It hURt;� ._:E PAGE 01 .211E�f 2067 1NJ:12 51�07463330 DATE,MI+110orrr:Yl C CQRD CERTIFICATE OF LIABILITY INSURANCE THE,Cps nC ATE it ISSUED AS A MATTE I 'MMATION CER !!:ATE x2?C ONLY AND CONFERS N4 Ftldat ITS UPON T f•9F ;END OR Scha ale insurance Agency, HOLOM THIS CEPTIFICATEDOES NOT AN. ; I BEI.OV11. 116 Zone Pond Ptd ALTER THE ERAGE AFFORD®BY THE . I P 0 BOX 887 ;N1AIC# Plymouth, MA 02362-0$9 I,INSURERS AFFORDING COVERAGE IN5URE!�A Isautllus - insurance Col t. .. IN6UREi=:R: Ha�tLOE[� �I1C�9Y'W�1>a�X$--� . ... •I Donald Bliss -- --- -'"-` PO Box 609 (IN6UREi:C: ; P'orestdale, ma 02644 ! IN6URE!:D: - I INSURER E C'ES SSUED OR POLICIES OF INSURANCE LISTED BELOW HAVE SEEN ISSUED EOM OTHER DOCUMENT AB WITH ESPE T TO VH.16HlYP A I I%1110NS OF SUCH Y REQUIREMENT, TERM OR CONDITiOh!OF ANY CONTR. Hr ._RMS, EXCLUSIONS Y PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS Stl!�.IF_CT TO ALL LILIES.AGGREGATE LIMITS SHOV!'N MAY HAVE BEEN.REDUCED BY PAD CLAIMS; �p�aarl9N } i rs3 i0D"U _ POLICYNUMSeR DAWMM1r9b1YY+_t.4F,,�,(Pw>Yi T 0001000 .. I ' 11,6AGW OCCURREN I SNSRO . I I 1 E NT JO�OOO PREhISESkEs�dGENERAL LIABILITY COM�AERCIAL�ENERALUAeILIi'f { — 70/25/0? 10I25F0IeI MEDExFtAvonec 3,000 F I CLAME NIAOE I. OCCUR�NC7301�'2 �, ' , I PERSONALSADVI 14' 1 r 0170�000 GENERALAGGREC •COM I i . �--..---••--._.._.... I � �PROOUCTS • �5 � O O.00 - GEN'LAGGRFGATFLIMITAPPLIES.PER: i POLICY I JE OCT �- .I LOG , CCMBINEP SINGLE S AUTOMOBILE LIABILITY =,c 4(f"naccldwn) ,II---ANY AUTO ODILY INJURY..... 1 1 a AU.ONMFD AUTOS iPtr aeraon) I $CHEnUl.1:0 AUTOS ._ •.�---�--- ___ ... .._ BODILY INJURY a ��HIREDAUTOS (Q`r`s=!c!"r'- �_,NON-O+:NEO AUTOS i PROPERTY DAIAA( 5 AUTO ONLY EA Al i$ I, e GARAGE LIABILITY OTHER i... .,ANY AUTO I I.AUTO)ONLY: ! p,AS H OCCURR N EXCESM1ABRELLALIABILRY .. AGGRSCzaTE OCCUR CLAIMSMADE DEDUCTIBLE S RETENTION S t I X x TOIv uMn _ I .i WORKERSCOMPENSAfIONAND E.LE4C .ACCIW S EMPLOYERS.UAB LITY I' `ANYPRO�IIITORIPt'RTNERIEXECUTIL[ �SGGL� � gCr �Q,L� { `JI13f 0� , rJ/� /1�� ELp sE EAE i -S 00.000 I . OPFICERRIEMBER p CCU DEEP I 1 ! k B.L 71$Pj4$E-POL 6 5l�0 r 00O I H��e•.,tles7l be vrs9_r f SPECIALRROV19 INS Chow ' OTHER i 89CRIPrONOFOPERATIONSILOCAT10N51VEHlOLESlEYCLUSION3AODEDBYEot provide !dove overage for Donald Bliss "The workers' Compensation policy does not 4 TOWN OF BARNSTABLE BUILDING PERMIT APPLICAT N Map 62cParcel Application'#: Health Division Date Issued , 1 l Conservation Division -Application Tax Collector permit Fee S'S, '0 0 Au Treasurer Planning Dept. Date Definitive Plan Approved by Planning Board Q Historic-OKH Preservation/Hyannis Project Street Address f y l c Village . Owner y K L r Address Telephone r t — IgD Permit Reque Square feet: I st floor:existing proposed 2nd floor:existing proposed Total new Zoning District Flood Plain Groundwater Overlay A Project Valuation Or d LA On)(21Construction Type � Lot Size ( � Grand afhered: ❑Yes ❑No If yes, attach supporting documentation. Dwelling Type: Single Family ❑ Two Family ❑ Multi-Family(#units) Age of Existing Structure Historic House: ❑Yes ❑ No On Old King's Highway: ❑Yes ❑No Basement Type: ❑Full ❑Crawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) 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 e Heat Type and Fuel: ❑Gas ❑Oil ❑ Electric ❑Other 1 i t Central Air: ❑Yes ❑No Fireplaces: Existing New Existing wood/coal--stove: ❑Yes -❑No Detached garage:❑existing ❑new size Pool:❑existing .❑new size Barn:❑existing ❑new size Attached garage:❑existing ❑new size Shed:❑existing ❑new size Other: �10 cr r— Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ Lr, ' Commercial ❑Yes ❑No If yes, site plan review# Current Use Proposed Use BUILDER INFORMATION Name Telephone Number 5-0?`L{.�� — 76 00 4 Address' IDLE � +V nn�^� %I License# 0gy5'00 Home Improvement Contractor#_I I � Worker's Compensation# w-:�_ b `1 `'{y y a ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO W SIGNATURE Goa — DATE �r FOR OFFICIAL USE ONLY _ APPLICATION# - i ;= DATE ISSUED MAP/PARCEL NO. r ADDRESS VILLAGE g OWNER DATE OF INSPECTION: 'f FOUNDATION FRAME i INSULATION FIREPLACE k ELECTRICAL: ROUGH FINAL 4 PLUMBING: ROUGH FINAL 4 ` GAS: ROUGH FINAL FINAL BUILDING ' DATE CLOSED OUT ASSOCIATION PLAN NO. The Commonwealth of Massachusetts Department of Industrial Accidents I Office of Investigations 600 Washington Street Boston,MA 02111 a , www.mass.gov/dia Workers" Compensation Insurance.Affidavit: Builders/Contractors/Electricians/PIumbers Applicant Information Please Print Leffibly Name (Business/OrganizatiowTmdividual): Address: UJ9110 Mein —�, 1f� �y Po. bu City/State/Zip: L' ' �'} � s phone.#: Are you an employer? Check the appropriate box; Type of project(required):, 1. I am a employer with 4. [] I am a general contractor and I /// employees (full and/or part-time). 6• ❑ New construction.. * have hired the sub-contractors , 2.❑ I am a'sole proprietor or partner- listed on the-attached sheet. 7. ❑ Remodeling shipand have no employees These sub-contractors have S. [] Demolition working for me in any capacity. employees and have workers' [No workers' comp, insurance - eornp..insurance• 9. O Building addition re uired.] 5. [] We are a corporation and its 10.0 Electrical repairs or additions 3.❑ I am"a homeowner doing all work officers have exercised their 11.❑Plumbing repairs or additions myself [No workers' comp. right of exemption per MGL 12.0 Roof repairs • insurance required.] t c. 152, §1(4),and we have no employees• [No workers' . •13.❑ Other comp.insurance required.] , *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit anew affidavit indicating such. �Coatractors that check this box must attached an additional sheet sbowing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must pravidt their workers'comp,policy number. lain an employer that isproviding workers'compensation insurance for my employees. Below is.thepolicy and job site informadoti. Insurance Company Name:_AT Policy#or Self-ins.Lic. #: [[� g/y / t f —� -_ ,, �'1 U d `1�— 2- Expiration Dater z� Job Site Address:_ I Y 1 City/State/Zip: Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration date),.. Failure,to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of _ Investigations of the DIA for insurance coverage verification I do hereby erti :alder e pahts•and penalties ofperjury that the information provided above is true and correct. Siena ( '� _ tore. .✓(/D"(/ Date:jzno Phone #: a ���►� 3�U Offzcial use 071/y. Do not write in this area,to be—completed city or town 0 cia1 City or Town: Permit/License# Issuing Authority(circle one); 1.Board of Health 2.Building Department 3. City/Town Clerk 4.Electrical Inspector S.Plumbing Inspector 6. Other Contact Person: Phone#: THE P�pF rok� Town of Barnstalble Regulatory Services * snnxsrABLE, « - -- 9 �, g Thomas F. Geiler,Director 1 b39' Building Division AlEo MAy p Tom Perry, Building Commissioner 200 Main Street, Hyannis,MA 02601 Office: 508-862-403 8 - Fax: 508-790-6230 Property Owner Must Complete.and Sign This Section If Using A Builder I Lestie, S i nia1r) . -as DOwner of the subject property hereby authorize . s�C01t T eA WCJL to act on my behalf, in all matters relative to work authorized by this building permit application for: (Address of Job) �. 10 a5" 0 Signature of Owner Date Print Name -Q:FORM&OWNERPERMISSION /OF TML.7p -.L v r y Ju v a ai - Regulatory Services BARNSTABS.E. '' Thomas F.Geiler,Director tvuss. 9 i639' ,0 g � Buildin Division ArfD sna'�A, Tom.Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town..barnstable.ma.us ,, ace: 508-862-403 8 Fax: 508-790-6230 Permit no. Date AFF IDAVIi HOME IMTROVEMENT CONTRACTOR LAW -SUPPLEMENT TO PERMIT APPLICATION MGL c, 142A requires that the"reconstruction, alterations,renovation,repair,modernization, conversion, improvement,removal, demolition,or construction of an addition to any pre-existing owner-occupied building containing at least one but not more than.four dwelling units.or to structures which are adjacent to such residence or building be done by registered contractors,w fn certain e-kcep ans,along Adth other, requirements. Type of Work: Estimated'Cost Address of Work: l t{ &122A Owner's Name: l794k1b Date of Application: �— I hereby certify that Registration is not required for the following reason(s): ❑Work excluded by law ❑Job Under$1,000 []Building not owner-occupied []Owner pulling own permit Notice is bereby given that: owNERS PULLING THEIR OWN PERMIT OR DEALING WITH UNREGISTERED CONTRACTORS FOR APPLICABLE HOME IMPROVEMENT WORK DO NOT HAVE ACCESS TO THE ARBITRATION PROGRAM OR GUARANTY FUND UNDER MGL c. 142A. SIGNED UNDER PENALTIES OF PERJURY . I hereby apply for a permit as the ag nt of the o er: r-- Date Contractor Signature Registration No. OR Date Owner's Signature Q:wpfiles lomu:homeaffi day Rev: 060606 .......... OATE(MIJIDDrM d ir! 9/14/2007 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE GERMANI INSURANCE AGENCY HOLDER, THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 908 MAIN STREET ALTER THE —COVERAGE AFFORDED BY THE POLICIES BELOW. OSTERVILLE, MA 02655 COMPANIES AFFORDING COVERAGE COMPANY SAFETY INSURANCE A INSURED COMPANY 8 AIG AMERICAN HOME ASSURANCE CO. scoTT PF-AcOcK BUILDING& REMODELING PO BOX 171 COMPANY OSTERVILLE, IVA 02655 C COMPANY -'(491 THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED,NOTWITHSTANDING ANY REQUIREMENT.TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED 8 Y THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF-SUCH POLICIES,LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. Co POLICY EFFECTIVE POLICY la-XPIRATION LIMITS LTR TYPE Of INSURANCE POLICY NUMBER DATE(M MgHM) BATE(MMlOO(YY) GENERAL LIABILITY GENERAL AGGREGATE 3 2,000,000 A X COMMERCLALCENERAL LIABILITY CPOOOO1152 07/05107 07105/08 PROOUCT8-COMPiOP AGG $ CLAIMS MADE OCCUR PERSONAL&ADV INJURY S OWNER'G I CONTRACTOR'S PROT EACH OCCURRENCE FIRE DAMAGE (An o 6 fo) MED EXP (Anyone 9-r-on) AUTOMOBILE LIABIUTY COMBINED SINGLE LIMIT ANY AUTO ALL OWNED AUTOS BODILY INJURY $ (Par person) SCHEDULECIAUTOS HIRED AUTOS BODILY INJURY NON-OWNED AUTOS (Per accident) PROPERTY DAMAGE ONLY-EA ACCIDENT GARAGE LIABILITY AUTO 7-"--' -- ANY AUTO _�OTHER THAN.AUTO ONLY! EACH ACCIDENT 5 AGGPEGATET$ EXCESS LIABILITY EACH OCCURRENCE AGGREGATE UMBRELLA FORM rl OTHER THAN UMBRELLA FORM WC STATLA OTIF B WORKER'S PE 4TIONAND WC 6117-44-42 06122/07 06/22/08 EMPLOYERS' EL EACH ACCIDENT 6 1001000 PLOYERV LIABILITY THE PROPRIETOW iNCL EL DISEASE-POYCY LIMIT J 1 600 NO PARTNERVEXECUTIVE EMPLOYEE s OFFICERS AFRE H EXCL FL DISEASE-LA 100,000 THER DESCRIPTION Of OPERATIONSILOCATIONSNEHICLESISPECLAL ITEMS .L--. ...... --K-2 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL TOWN OF BARNSTABLE 10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED I To THE LEFT, FAX#:508-428-7625 BUT FAILURE TO MAIL SUCH NOTICE SHALL IM.P09F NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE COMPANY, ITS AGENTS QA REPRESENTATIVES. AUTHOPWP REPRESENTATIVji 1 , Board of Building Regula ons and Standards One Ashburton Place- Room 1301 Boston. Massachusetts 02108 Home Improvement Contractor Registration Registration: 151853 Type: Private Corporation Expiration: 7/7/2008 SCOTT PEACOCK BUILDING & REMODELI JAMES PEACOCK PO BOX 171 OSTERVILLE, MA 02655 Update Address and return Card. Mark reason for chanq'.t. Address -; Renewal Employment lost DPS-CA1 e 50M-05/06-PC8490 %% (c;', fit✓ �:_,!l� e [�rtri c rcrrwrr e n rr:lJrz<. [uJehJ - - \ Ruard ur 13uilding Regulations and Standards License or registration valid for individul use only I l HOME IMPROVEMENT CONTRACTOR before the expiration date. if found return to: Registration: 151853 Board of Building Regulations and Standards -� Expiration: 7/7/2008 One Ashburton Place Run 1301 Boston,Ma.02108 Type: Private Corporation SCOTT PEACOCK BUILDING & REMODELING INC - JAMES PEACOCK i - 10.16 MAIN STREET SUITE 7 OSTERVILLE, MA 02655 . Deputy Administrator Not valid without signature s h License: CONSTRUCTION SUPERVISOR F Number: CS 094500 Birthdate: 07/22/1962 Expires: 07/22/2010 Tr. no: 94500 Restricted: 00 JAMES S PEACOCK PO, JY.171 OSTEVILLE, MA 02632 ;,Zr //Z Commissioner j li 1 $�e I4 fuel 7 .w PERMIT PAYMENT RECEIPT \, TOWN OF BARNSTABLE _} BUILDING DEPARTMENT 200 MAIN STREET HYANNIS, MA 02601 DATE: 10/26/07 TIME: 10:57 -----------------TOTALS------- --_--- PERMIT $ PAID 15.00 AMT TENDERED: 15.00 CHANGE PLIED: 15;00 APPLICATION NUMBER-200706794� PAYMENT METH: CHECK PAYMENT REF: .:3296 I ' J PERMIT PAYMENT RECEIPT TOWN OF BARNSTABLE BUILDING DEPARTMENT 200 MAINS STREET HYANNIS';-MA 02601 ,DATE-;�0/26/07 TIME: � J9:43 -----------------TOTALS---------------- r PERMIT $ PAID 50.00 AMT TENDERED: 50.00 CHANGEPLIED: 50.00 APPLICATION NUMBER: 200706794 PAYMENT METH: CHECK --� PAYMENT REF: 3298 , '`" TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map V W Parcel Application# Health Division Conservation Division Permit# Tax Collector Date Issued Treasurer Application Fee Planning Dept. Permit Fee Date Definitive Plan Approved by Planning Board Historic-OKH Preservation/Hyannis Project Street Address Village Owner Address S s Telephone Permit Request f�f�_ Jho _ r++_ fn!! aftc�::� , Square feet: 1st floor:existing proposed 2nd floor:existing proposed ( Total new_( Zoning District Flood Plain Groundwater Overlay Project Valuatio Construction Type PC Lot Size Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family Two Family ❑ Multi-Family(#units) Age of Existing Structure 90 +' Historic House: ❑Yes INo On Old King's Highway: ❑Yes kNo Basement Type: ❑Full ❑Crawl ❑Walkout *Other ro;� i,,f� C 1 Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) Number of Baths: Full:existing C21 new Half:existing ® new Number of Bedrooms: existing_ new Total Room Count(not including baths):existing new�_ First Floor Room Count 3 Heat Type and Fuel: ),Gas ❑Oil ❑Electric ❑Other j ca Central Air: ❑Yes X,'N o Fireplaces: Existing _ New Existing wood/coal--stove: ❑Yes fU No Detached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑exis ng ❑ne sizep CD Attached garage:Aexisting ❑new size Shed:❑existing l new size Other: Z - Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ csz i�l, Commercial ❑Yes kNo If yes, site plan review# Current Use is/GtB✓1GG. Proposed Use t _ BUILDER INFORMAT_I_ON _ �y- / _a Telephone Number �� WI Name�o � " ��Ck_ _ a p 6_ Address 0+ j��SC / License# 6 q5�(� M1176&b56- Home Improvement Contractor Worker's Compensation# VV c. 499.— V q_VQZ ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BETAKEN TO SIGNATURE DATE r FOR OFFICIAL USE ONLY, `y PERMIT NO:. } DATE ISSUED MAP/PARCEL NO. ' ADDRESS VILLAGE OWNER '- DATE OF INSPECTION: r - `• , � 7 FOUNDATION f - t FRAME ' f INSULATION FIREPLACE - - t • R , , , •• ELECTRICAL: ROUGH FINAL ' I PLUMBING: ROUGH FINAL GAS: ROUGH FINAL j FINAL BUILDING _ DATE CLOSED OUT f ' ASSOCIATION PLAN NO. -.:.�;..�.-, X V 1,._ -ter u ,`Fv r y `�:.=5 - ,.:i• "1 A TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION 26, .,..E;' n ��Q /_ - Map- U' i✓ . Parcel Application# C)Uy� � _ - ' C o 4 Health.Division"' i Conservation Division Permit Tax Collector Date Issued ~- Treasurer Application Fee: f Planning Dept. f Permit Fee !\ Date Definitive Plan Approved by Planning.Board Historic-OKH Preservation/Hyannis I U� Project Street Address Village Owner C71'�� t I�Nt �� �� . l( ��v>�'�l Address l / 1 ��al) .� , . _ . Telephone''.` O A _ 4-1 7 A - 1�6� 'Permit Request ill nP �GI. 1 (1�', k"\-�r_�P� `��� ,<SUO 160 H-. A ,t CV-All A4- A n U °"Square feet`'1st floor:existing proposed 2nd floor:existing proposed -1 7 Total new C:2610 10'Zoning District Flood Plain Groundwater Overlay Project Valuatio �n � !a onn Construction Type (,t N11 M Lot Size . /' Grandfathered: ❑Yes ❑No If.yes;attach supporting,documentation. r � Dwelling Type: Single Family 0 Two Family ❑ Multi-Family(#units) �' k Age of:Existing Structure t '> "' Historic House: ❑Yes O No y On Old'King's`Highway:-Ll Yes fJkN0 Basement Type: ❑Full ❑ l ❑Craw Walkout '®Otherf f .Z �°-""` !)/+ Basement finished Area(sq.ft.) Basement Unfinished Area(sq.ft) Number of Baths: Full:.existing C2, new Half.existing ': V new- Number of Bedrooms: existing - new Total Room Count(not including baths):existing ! new`; /` First Floor Room Count Heat Type and Fuel: �gGas ❑Oil ❑Electric ❑Other t , ,1 Central Air: ❑Yes b No— Fireplaces: Existing 0 New I Existing wood/coal stove: ❑es ❑No w Detached garage:❑existing ❑new size Pool:0 existing ❑new size Barn:0 existing ❑new size -.,. ttac d garage: existing ❑new size Shed:❑existing r4 new. size Other: x=t Zon n� Board of Appeals Authorization ❑ Appeal# Recorded❑ cars It Commercial ❑Yes ®No If yes,site plan review# Current Use EIS/Gl&'✓1 r-_C Proposed Use gee lr(en, r 0_ BUILDER INFORMATID_N _ ._ Y,1 M me f 1 CCU�'� T '�3C f -- Telephone Number Address Pa a Y''% License# 61"1160 0 Z-106 5 Home Improvement.Contractor# Worker's'Compensation# W ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO °+ DATE SIGNATURE . `- f - FOR OFFICIAL USE ONLY •'" `� PERMIT NO., DATE ISSUED MAP/PARCEL NO. ADDRESS VILLAGE OWNER DATE OF INSPECTION: FOUNDATION FRAME INSULATION FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL GAS: ROUGH FINAL FINAL BUILDING DATE CLOSED OUT ASSOCIATION PLAN NO. REScheck Software Version 4.0.1 Compliance Certificate �.. Project Title: New Addition and Alterations Report Date:09/11/07 Data filename:C:\Program Files\Check\REScheck\#6501.rck Energy Code: 1995 MEC Location: Cotuit,Massachusetts. Construction Type: Single Family Glazing Area Percentage: 22% Heating Degree Days: 6137 Construction Site: Owner/Agent: Designer/Contractor. 141 School Street Sillman Residence, Designed by: Scott Peacock' Cotuit,MA 02635 Archi-Tech Associates Scott Peacock Building&Remodeling 6 School Street P.O.Box 171 , Cotuit,'MA 02635 Osterville,MA 02655 508-420-5335 508-428-7600 architechassociates.com . .liance:Passes Maximum UA:452 'Your H6me .. Gross Cavity Cont. Glazing UA I Assembly Area or R-Value R-Value or D.. Perimeter U-Factor Ceiling 1:Flat Ceiling or Scissor Truss: 1082 30.0 0.0 38 Ceiling 2:Cathedral Ceiling(no attic): 720 ,.30.0 0.0 24 Wall 1:Wood Frame,16"o.c.: 2232 19.0 '- 0.0 101 Window 1:Wood Frame:Double Pane with Low-E: 386 0.340 131 . Door 1:Solid: 20 0.180 4 Door 2:Glass: 100 0.330 33 , Door 3:Solid: 40 0.300 12 Floor 1:All-Wood Joist/Truss:Over Outside Air: 156 30.0 0.0 5 Floor 2:All-Wood Joist/Truss:Over Unconditioned Space: 1480 :19.0 0.0 70 Furnace 1:Forced Hot Air.87.2 AFUE Compliance Statement. The proposed building design described here is consistent with the building plans,specifications,and other calculations submitted with the permit application.The proposed building has been designed to meet the 1995 MEC requirements in REScheck Version 4.0.1 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. Name-Title Signature Date Project Notes: REScheck by Cape Cod Insulation,Inc. 455 Yarmouth Road Hyannis,Ma. 02601 1-800-696-6611 #6501 New Addition and Alterations Page 1 of 4 REScheck Software Version 4.0.1 Inspection Checklist Date:09/11/07 At . Ceilings: ❑ Ceiling 1:Flat Ceiling or Scissor Truss,R-30.0 cavity insulation Comments: ❑ Ceiling 2:Cathedral Ceiling(no attic),R-30.0 cavity insulation Comments: Above-Grade Walls: ❑ Wall 1:Wood Frame,16"o.c.,R-19.0 cavity insulation Comments: ~ Windows: ❑ Window 1:Wood Frame:Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: Doors: r ❑ Door 1:Solid,U-factor:0.180 - Comments: ❑ Door 2:Glass,U-factor:0.330 Comments: ❑ Door 3:Solid,U-factor:0.300 Comments: �; s Floors: N ❑ Floor 1:All-Wood Joist/Truss:Over Outside Air,R-30.0 cavity insulation Comments: ❑ Floor 2:All-Wood Joist/Truss:Over Unconditioned Space,R-19.0 cavity insulation Comments: Heating and Cooling Equipment: ❑ Furnace 1:Forced Hot Air:87.2 AFUE or higher Make and Model Number: Air Leakage: ❑ Joints,penetrations,and all other such openings in the building envelope that are sources of air leakage are sealed. ❑ Recessed lights are 1)Type IC rated,or 2)installed inside an appropriate air-tight assembly with a 0.5"clearance from combustible materials.If non-IC rated,fixtures are installed with a 3"clearance from insulation. Vapor Retarder: a ❑ Installed on the warm4n-winter side of all non-vented framed ceilings,walls,and floors. Materials Identification: ❑ Materials and equipment are identified so that.compliance can be determined. Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment have been provided. New Addition and Alterations Page 2 of 4 Insulation R-values,glazing U-factors,and heating equipment efficiency are clearly marked on the building plans or specifications. 0 Insulation is installed according to manufacturer's instructions,in substantial contact with the surface being insulated,.and in a Manner that achieves the rated R-value without compressing the insulation. Duct Insulation:ci - Ducts in unconditioned spaces are insulated to R-5.Ducts outside the building are insulated to R-6.5. Duct Construction: All ducts are sealed with mastic.and fibrous backing tape.Pressure-sensitive tape may be used for fibrous ducts.Duct tape is not permitted. I] The HVAC system provides a means for balancing air and water systems. Temperature Controls: Thermostats exist for each separate HVAC system.A manual or automatic means to partially restrict or shut off the heating and/or cooling input to each zone or floor is provided. Circulating Hot Water Systems: Circulating hot water pipes are insulated to the levels in Table 1. Swimming Pools: All heated swimming pools.have an on/off heater switch and a cover unless over 20%of the•heating energy is from.non-depletable sources.Pool pumps have a time clock. a' Heating and Cooling Piping Insulation: HVAC piping conveying fluids above 120 degrees F or chilled fluids below 55 degrees F are insulated to the levels in Table 2. Z New Addition and Alterations Page of 4 Table 1:Minimum Insulation Thickness for Circulating.Hot Water Pipes Insulation Thickness in inches by Pipe Sizes Non-Circulating Runouts Circulating Mains and Runouts Heated Water Up to 1 Up to 1.25"` 1.5"to 2.0" Over 2" Temperature(°F) 170-180 0.5 1.0 1.5 2.0 140-160 0.5 0.5 1:0 1.5 100-130 0.5 0.5 0.5 -T, 1.0 Table 2:Minimum Insulation Thickness for HVAC Pipes Fluid Temp. Insulation Thickness in Inches by Pipe Sizes Piping System Types Range(°F) 2"Runouts 1"and Less 1.25"to 2.0" 2.5"to 4" Heating Systems Low Pressure/Temperature 201-250 1.0 1.5 1.5 2.0 Low Temperature 120-200 0.5 ' 1.0 1.0 1.5 Steam Condensate(for feed water) Any 1.0 1.0 1.5 2.0 Cooling Systems ' Chilled Water,Refrigerant and 40-55 0.5 0.5 0.75. 1.0 Brine Below 40 1.0 1.0 1.5 1.5 NOTES TO FIELD:(Building Department Use Only) New Addition and Alterations Page,4 of 4 OF THE Try_ Town of Barnstable * Regulatory Services * BARNSTABLE, 39- Thoma's F.Geiler,Director Building Division Tom Perry, CBO,Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.barristable.ma.us Office: 508-862-4038 Fax: 508-790-6230 Built iuti Permit Procedure for.Residential Addition Or Remodel 01-Dock Determine map and parcel number and enter it on application. ❑ Historic District Commission, 200 Main Street, approval required prior to construction/demolition -- for any properties located in a Historic District: ® Old Dings Highway Historic District(north of the Mid Cape Highway) ® Hyannis Maiii Street Waterfront Historic District(See map for boundaries) Historic Preservation (if applicable). , - ❑ If Z relief ecial Permi lance is required for Project): Copy of ZBA e ' ' ❑Documentation proving that decision was recorded at the Registry of Deeds w/in one year of ZBA decision date ❑ Approvals from the following departments are required and can be obtained at 200 Main St. f—I.�• in nn n-ten ♦TR o n A. n TQ !„,, tTif.,..,,,.. .,nd ,L—J e n lveparimeni �b:VV—7:JU A1YA of 3:3V—�:3V'�1 1 t0.J V11V10.11ll , c w✓f onservation Department (8:00—9:30 AM &3:30—4:30 PM) ax Collector {can be obtained from Building Department) reasurer {can be obtained from Building Department} Permit must contain complete owner information, full description of project, correct square footage of project, valuation of project (must agree with Total Cost from Project Worksheet), building detail for Assessor's Office, complete builders information, including signature and date of application. 5 sets of reduced house plans measuriny- 11"x 17",scaled 1/4"= V & fully dimensionalized are required. Plans must include a foundation, cross section,framing schedule, insulation detail & floor plan showing location of smoke detectors (located with a Red `S'.) ****** IF USING ENGINEERED LUMBER AND/OR STRUCTURAL STEEL, ENGINEERING RATA MUST BE PROVIDED****** Plot plan or mortgage survey required for any addition. Home Improvement Contractor's Affidavit Workers Compensation Insurance Affidavit form must be submitted for any workers hired. In the event the horeowner takes out the permit, subcontractors hired must supply this. Copy of Insurance Compliance Certificate must be on tile. ` Energy Compliance Form Construction. Supervisors License&Home Improvement Contractor's License OR HVM i irnnen F.Yn�nntinn_Tin...� .��,.�r_t,P „h,,,;ffP�l if homeowner is acting as general contractor or builder for the project. [ Property owner must sign Property Owner Letter of Permission. Application Fee must be paid upon receipt of application number. o the Town of Barnstable CHIMNEYS: Need Home Improvement License, no p o ee n me Improvement License. OWNER CANNOT PULL OWN PERMIT. he forms issued by the Aeronautics` Co Q:forms/bl dgperm it/R_ad d alt 101106 r ..........w;r Bbl 'C� �f1gLf�IM1��r�� 'LftdY� S ,1 License CONSTRUCTION SUPERVISOR Number: CS 094500 „< Birthdate:`07/22/1962 Expires: 07/22/2010 Tr. no: 94500 Restricted: 00 JAMES S PEACOCK PO; X 171 OSTEVILLE, MA 02632., Commissioner s = � y Board of Building Regula ons and Standards One Ashburton Place - Room 1301 Boston, Massachusetts 02108 Horne Improvement Contractor Registration Reqistration: 151853 Type: Private Corporation Expiration: 7/7/2008 SCOTT PEACOCK BUILDING & REMODELI JAMES PEACOCK PO BOX 171 OSTERVILLE, MA 02655 Update Address and return card. Mark reason for chasa+>!,. Address l Renewal Employment l.,osl C)r-s-cAi eoiN-05i06-Pc8490 � :/�/!t C�?[�Y�L7IfG7tLUKtrGI✓t- !�/. �I CLJdl7,C>LUJB�6 �\ Board of Buildin Re gulaations and Standards License or registration valid for individul use only f: HOME IMPROVEMENT CONTRACTOR before the expiration date. If found return to: Registration: 151853 Board of Building Regulations and Standards -- Expiration: 7/7/2008 One Ashburton Place Rm 1301 Type: Private Corporation Boston,Ma.02108 SCOTT PEACOCK BUILDING & REMODELING INC .TAMES PEACOCK J 1016 MAIN STREET SUITE 7 OSTERVILLE, MA 02655 Deputy Administrator Not valid without signature A I TE(MM)DD/YY) � ! DA'I 9/14/2007 ,;4 1 L.L hr,:,_Jr,liill:F•,.II!i_, THIS CERTIFICATE IS ISSUED AS A MATTER OF INMWAT10N ilu,r„:,•• PRODUCER ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE i GERMANI INSURANCE AGENCY HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 908 MAIN STREET ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. OSTERVlLLE,MA 02655 COMPANIES AFFORDING COVERAGE COMPANY SAFETY INSURANCE A INSURED COMPANY AIG AMI=RICAN HOME ASSURANCE CO. SCOTT PEACOCK BUILDING& REMODELING B __ PO SOX 171 COMPANY OSTERVILLE, IMA 02655 C COMPANY D 1':n•;,IjL: k+v' P;}L •:I;, ,.,1... 6r :i'%il .. .. .... ....... .. . rd. yr ..I ,J, T. :r..( 1 I. .. „!„ �yy. 4,t_:��d:-�:;;:!,�.�_:.,;:_1:;1:!!-�'.,�„�I14! a..{,.._,I,>.. ,,, 1..• � �.._,.Jl..,..w,.l_...JI.;, LL,I'11,;rrs,Lri11 a...,_,.,rl� ,:'L•_._:__.,._...li1i!,.....,::hn...,.a,t.,u.,._h_tr.,u:6��,!I�•v,1{;;...Ils:,:,uG.••IlIIcwL.}J.'r,:_iiiafir. THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN 165UE0 74 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 B Y THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES,LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. co POLICY EFFECTIVE POLICY EXPIRATION TYPE OF INSURANCE POLICY NUMBER LIMITS • LTR DATE(MM/DOlYY) DATE(W9M/DO/YY) GENERgLLIABILITY GENERALAGGREOATE - $_ 2.000,000 A X COMMERCIAL GENERAL LIABILITY CP00001152 07105/07 O7lO5/O8 PROOUCTB COMPIOP AGG 3 - --�CLAIMS MADE ( 1 OCCUR PERSONAL 8 ADV INJURY f OWNER'S It CONTRACTOR'S PROT EACH OCGURRENCE S - 1,000,000 - FIRE DAMAGE (Any one Me) S III— '---- "'-- MED EXP (Any ono p-r-on) S AUTOMOBILE LIABIUTY COMBINED SINGLE LIMIT I f ANY AUTOALL OWNED AUTOS BODILY INJURY f (Par person) _ SCHEDULED AUTOS —"'-" --" HIRED AUTOS BODILY INJURY f NON-OWNED AUTOS (Pvr ocelaenq __.. —. —• PROPERTY DAMAGE 6 GARAGE LIABILITY AUTO ONLY•EA ACCIDENT s — ANY AUTO OTHER THAN AUTO ONLY: EACHACCIDENT S — —' AGGREGATE 6 EXCESS LIABILITY EACH OCCURRENCE 6 _ UMBRELLA FORM AGGREGATE — S OTHER THAN UMBRELLA FORM WC 57ATU- 0T14 B WORKER•9 COMPENSATION AND WC 687-44-42 - 06/22/07 0EJ22/08 YO?- IYL EMPLOYERS'LIABILITY EL EACH ACCIDENT _ 6 100L 00 H EL DISEASE=POLICY LIMIT 117HE NERSI XFCUTOW INCL - EL DISEASE-EA EMPLOYEE f 100,000 PARTNEi5fL%ECU7IVE OFFICERS ARE EXCL OTHER DESCRIPTION OF OPERATIONS/LOCATIONSIVEHICLES/SPECIAL ITEMS ... . ......... .. ...... ..r.,.,„.,.r r.: .._ .rr•.....,.,.•_,... , ,_ ;1'.i?; 'i;..!;utll it')r I r,l`�:e?'i=iiilf.z;_., ,;'.. . �� .u .r ,_._J I,i. ..1.I. - LL'I1Y�0. I,"' !'f�!`I�,1 1.t•`,;��• ::I�' :,o�,.,:Lr...,i'i�:�'_i=_::�,:. .�., .....::�Irii{:I;II.u(:,I.:Y!I. , � _tl.. '�,,,._.,.�,.. ••.,:+,,;�:::',,.YAI\rA/ .)� II 1', SHOULD ANY OF THE ABOVE DESCRIBED POUCIES BE CANCELLED BEFORE THE EXPM ATION DATE THEREOF, TIIB ISSUING COMPANY WILL ENDEAVOR TO MAIL TOWN OF BARNSTABLE 10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, FAX#:508-428-7625 BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY • OF ANY KIND PON THE COMPANY ITS AGENTS OR REPRESENTATIVES. AUTHOpW REPRESENTATIVk ' ..:•1,,:,: -�y -I,.,,,,., „-;-^r...,l„yr!•gtly .N„v'+I11? 1l�-F•�t7 u ,Cann r'J.�.,.,.,�FI , ,rilt'N, i I � L.•,T( '�• h 14 N ,IJ;t ///.• t;lll!1;1¶ ?'ifi;tr i1' , ,. ,I j�;,.N:,.: �i pp�� )�flI , 'I; {(l,tpf!�I I i I PJ1 '•N'I i �1Y�4Rp.C��'.,d i�ihlY?!�;�;��'� � I, �Yf � -.y:�dr.n�lt f �':I '"4.11., u��, •') ��tl t I( �'91YI r�),':r 3 { r';I�tII m.�:II3 1, � ,-'r�L •If.c:_. 3:►R�c� S: 1Y4 •,`•.,. . t=�=;r'!r,1:�:_._..<:w1!�1k�1'ti r:h,1rL9-t.Y�'.':a:.!ii,'.' „lia;,�:f.'Itlth....l...r.,u.l;f��.,. flFll'N'f� �i„Illt Il.r,;a.,..,, . /QF'gME 7p� JL v r v AJ. WA. /* ~ Regulatory Services anxnsTAMLE. ' Thomas F.Geiler,Director v 'MASS. $ s63g. �e Q� Buildin Division ATED MA'S A. b Tom.Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town,barnstable.ma.us nce: 508-862-403 8 Fax: 508-790-6230 Permit no. Date AFF 1DAVlT HOME EVIPROVEMENT CONTRACTOR LAW -SUPPLEMENT TO PERMIT APPLICATION MGL c, 142A requires that the"reconstruction,alterations,renovation,repair,modernization, conversion, improvement,removal, demolition, or construction of an addition to any pre-existing owner-occupied building containing at least one but not more than four dwelling units,or to structures which are adjacent to such residence or building be done by regsrerea conaactors,�}Ii{n Certain exceptions ai0ug;nth C+ti er requirements. Type of Work: LrL� W Estimated Cost--� a — Address of Work: /, �.. , c Owner's Name: �y� ' Date of Application: to L 1 I hereby certify that: Registration is not required for the following reason(s): ❑Work excluded by law ❑Job Under$1,000 ❑Building not owner-occupied []Owner pulling own permit Notice is bereby given that: py�T?g,RS PULLING THEIR OWN PERMIT OR DEALING WITH UNREGISTERED CONTRACTORS FOR APPLICABLE HOME IMPROVEMENT WORK DO NOT HAVE ACCESS TO THE ARBITRATION PROGRAM OR GUARANTY FUND UNDER MGL c. 142A. SIGNED UNDER PENALTIES OF PERJURY I hereby apply for a permit as the ag nt of the o er: 0 Date Contractor Signature Registration No. OR Date Owner's Signature Q:wpfil es.fo7ms:homeaffi day Rev: 060606 P�ofIHE Toys Town of Barnstable Regulatory Services µ BMRNSTMBLE, Thomas F. Geiler,Director 1639• �0 AlED pppl A wilding Division Tom Perry, Building Commissioner 200 Main Street, Hyannis,MA 02601 Office: 508-862-403 8 Fax:.508-790-6230 Property Owner Must Complete and Sign This Section If Using A Builder I Lestie, Salinian as Owner of the subject property D J P P tY herebyauthorize T to act on m behalf, it Y in all matters relative to work authorized by this building permit application for: loll Sclwo I S'fr�_f C'v-�'f (Address of Job) �. io a5 0 Signature of Owner Date Print Name Q:FORM&OWNERPERMIS SIGN The Commonwealth ofMassachusetts Department of Industrial Accidents Office of Investigations d 600 Washington Street Boston,MA 02111 , ' www.m ass.gov/dia Workers' Co'MP ensatiou Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print LegjbL Name (Business/Organization/Individual): :::�-�)ortr P Address: I — .� � �� e L� City/State/Zip: , MR 0 %_P11one.# Are you an employer? Check the appropriate bog: -Type of project(required) 1. I am a employer with 4. [] I am a general contractor and I have hired the sub-contractors 6 ❑ New construction . . employees (full and/or part-..time). 2.❑ I am a sole proprietor or partner- listed on the,attached sheet. 7. 0 Remodeling ship and no e an h employees These sub-contractors ha ve ave g m b p y ❑ Demolition working for me in any capacity, employees and have workers' " 9. �]"Building addition [No workers' comp. insurance comp.insurance. $� required.] 5. 0 We are a corporation and its 10.0 Electrical repairs or additions 3.❑ I am a homeowner doing all work officers have exercised their 11.0 Plumbing repairs or additions myself [No workers' comp. right of exemption per MGL 12.0 Roof repairs insurance,required.] t c. 152, §1(4),and we have no employees, [No workers' . •13.0 Other comp. insurance required.] . *Any applicant that checks box#1 must also fill out the section below showing their workers'compcnsation policy information. t Homeowners who submit this affidavit indicating they are doing all work and than hire outside contractors must submit a new affidavit indicating such. tContra.tors that.beck this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must pravide their workers'comp,policy number.- lain an employer that is providing workers'compensation insurance for my employees. Below is.the policy and job site information. Insurance Company Name: Policy#or Self-ins.Lic.#:_. IA),4 . 681 4q q2 �4SS-Ujawex 69 Expiration Date: Job Site Address:­1 ( %4wat Y1 r City/State/Zip: lam" Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration date),.. Failure.to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one-year imprisonment; as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the rXA,for insurance coverage verification I do hereby rti :cn der e pains-and penalties of perjury that the information provided above is true and correct" Si `( mature: �. Date: �!� " � _ IL Phone #: q28" r7 ®t� Official use only, Do not write in this area,tb be completed by city or town oJjlciaL City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3. City/Town CIerk 4.Electrical Inspector S.Plumbing Inspector 6. Other Contact Person: phone M SE EP19C BE Ass*sor's office(1st Floor): Assessor's map and lot number ��© ' O a TALLE®IN COMPLIANCE c�trc ro Board of Health(3rd.floor): WITH TITLE 5 Sewage Permit number� , � � ENVIRONMENTAL CODE AN i. s�9?sncc �, Engineering,Department(3rd floor): 0 , 'TOWN REGULATIONS � rus House number ' t 4-1: k4KO? °o,.�03o• Definitive Plan Approved by Planning Board 19 °' APPLICATIONS PROCESSED 8:30-9:30 A.M.and 1:00-2:00 P.M.only TOWN OF BARNSTABLE 1 ` BUILDING INSPECTOR APPLICATION FOR PERMIT TO �`]T I'��' n Z)V r TYPE OF CONSTRUCTION/ L ✓1z IeS�t� /d!� �- 7,Z��d (yI.a`' PS� % 19 TO THE INSPECTOR OF BUILDINGS: The undersigned hereby applies for a permit according to the following information: Location ,,��L� Proposed Use �1 xT/� �— !ll re-Al Zoning District F Fire District —� P.kI,Q' r 1n0 UV SC Name of Owner vh v Address)51404 011'21 , 59 'fir � O j 3j73 Name of Builder C, A ??, / f r Address gd dowlylkTe Name of Architect Address Number of Rooms lb Foundation Exterior Abe °r+rt-f' rt?4ar 5d1j" Roofing Floors fA V0(4— 1:i I�'�cV / Interior -- Heating �, � . Plumbing. Fireplace Approxima6<—ost �� Area �/49 Diagram of Lot and Building with Dimensions Fee OCCUPANCY PERMITS REQUIRED FOR NEW DWELLINGS I hereby agree to conform to all the Rules and Regulations of the Town of Barnstable regarding the above construction. Name ✓yl ��vL�— Construction Supervisor's License WIHRITENOUR, PHILIP A. 34105 Build Addition Y No Permit For - r Single Family Dwelling - Location` 141 '. School Street } a Cotuit ' Owner Philip' A. Whritenour ; •Type of Cons#T .. Frame truction^ Plot Lot December 13 90 Permit Granted 19 , `Date,,,of Inspection a-7— 1/ 19 Date completed 9/ 19 - - C, ,. Y v ' i-6 rNe4ms,, ■ , l ' 17 - r , r i ,.......... 4..., ti _ t _ .-' �..,...•.+,., ��.�_ .r` w..•.r]"`•s"�+��5�'T •i°�.i .... �»...-.+ .c-:.-a-•.t.r<.. _--T,�:: - nl��n-`.r. �...r s i . Ass%sor's office(1st Floor): Assessor's map and lot number C��O q !0 pt THE tp Board of Health(3rd floor):j Sewagoe Permittnumber ` 4— t DAHd9TULL i Engineering Department(3rd floor): rind House number y' I h9CN� ~-- °o i639 Definitive Plarr-Approved by Planning Board :' APPLICATIONS PROCESSED 8:30-9:30 A.M.and 1:00-2:00 P.M.only TOWN OF BARNSTABLE BUILDING INSPECTOR f APPLICATION FOR PERMIT TO Wf i'7-e n 0[J 1- TYPE OF CONSTRUCTION Aca 4kle-40 '�'1ry �- y /3aT� rh exfsf,Hy 4.0 -x 19 �Q tJoY h TO THE INSPECTOR OF BUILDINGS: The undersigned hereby applies for a permit according to.the following information: Location t Proposed Use �2 ��Sf �, ,�FG� ..• '.. "' �. n; a�' .. . � ,t. g .'». . .. .. .�� . Zoning District Fire District 1 �h0L"�/ -:4 '�" �� yam. Name of Owner T� 1-1/P Y1e y Address�1 4 �ld�' , Sr (��h Ptc7�/'%�/ o ►373 Name of Builder l?'PAalf r Address it Name of Architect ---"'" Address Number of Rooms 3 Foundation lcr�f pTP7S Exterior �e Y►'rv►-,r re-Ar S�x r/f� Roofing Floors CaT N Interior Heating Plumbing ' Fireplaces Approximate-C;ost F Area {.;.'�•..'i...er .r.a'.€.-' yr+ x;',tr f jS' :,..�.� .�',.tg i w�. �/ . Diagram of Lot and Building with Dimensions ( Fee .z.. „ �R� t � u r r, `OCCUPANCY PERMITS REQUIRED FORNEW DWELLINGS I hereby agree to conform to all the Rules and Regulations of the Town of Barnstable regarding the above construction. Name t Construction Supervisor's License t WHRITENOUR, PHILIP A. S. A=020-086 r .r OdC�-D� 1, No 34105 Permit For Build Addit o.oii Single Family Dwelling Location 141 School Street Cotuit Owner Philip A. Whritenour Type of Construction Frame Plot Lot Permit Granted December 13 , 19 90 Date of Inspection 19 Date Completed 19 �1S dp Fit R•372.2 dS '8'ss wtLf l Ts/S.77 SET ! N r i �•. . Q Z 0► 7. Z q G•d. 93`r PAN OF LAND C.S COTu/T BA R TA E3Z-E An 5 FOR t 393 y MARCELLA G• GRGSS ros r ; v o- �f, f E 1 ORA.-VV Or SCAZX: //N• _ = ►%t .Z9 N �N , /I.II_M. Y a� /96.9 a/ r;w• .ME `� Ct{EC�CEO O QATE OCT. c SArE77 16- APE a 0� SAYERr .�'� J 0 C'HA#47,L c SUS-0 REGI.STE.«� y ---�---I _;_._�__. �.__. »_.;. _.:__. .�,X,s i : , fl �J—ji� _.w,..�_. _ - -- '- -- - -: - r--_ _: .._ •�r .--3�b_ �,� g Aj.,..��_ _� � � -- I L , 1 --------------- a_ ..� L'n hed-l-eo( I 1 r 1 IF 7 JE I I ' - r -- - a : -171 fft',s.a rS mar L' P o 5 - • 17, ii ' I I E I ! i I 1 �r ' i i !— I -�� � . . ! i • , _ Ig yY I. 3Xo cC-7'!tnrs J- f : F Cx)ST , 747 M ' [ J- g f. r l d6 rr I rt/ t 14v ra r t �'s �, its'hs ✓- 1r Y GG b ^•\e x"'' i3YiR Rf IN "- ap CU. z -� u cn b = .: .='LAI ' cl5. '..'w U7 ..�,+ OI -+" it VIAG•„ ra Gj _ ( Y4 - - CC S � COMMONWEALTH � tt,t t TMENT OF PUBUC SAFETY OF 11.yOMMONWEALTH AVE, ' MASSACHUSETTS: B03TON,MASS.02215 2.1 ,i ENCLOSE CHECK OR MONEY ORDER LICENSE (PIRATION DATE CON S T R. $'(J P 't r r t E R V I S O R b FOR REOUIRED FEE, h I: �+'6/30/1993 E3TRICTIONS '�rrCTIVE DATE LIC NO ' MADE'PAYABLE TO NONE = e-r , . y' � ;cam ujJ 06130/199i 014702 -; COMMISSIONER OF PUBLIC SAFETY' ,.JAMES P FITZGERALD x .. )`�;1 (DO NOT SEND CASH): S N '041�34-4699 " ; 3 PUNKHORN POINT ' MASHPEE MA 02649 . " TO(BLASTING OPR ONLY)" FEE: :� ? '� P �,A S E .NOTE f E E I N CREASE 100.00 E iECTI_VE -FEB. 1 HEIGHT: I 'JOi VALID UNTIL SIGNED BY LICENSEE 1 98 AND OFFICULLY;� `+9 SIA MPEO OR SIGNATURE OF THE COMM • DOB: IssloNEa �_+ 08/11/1945 . ' THIS DOCUMENT .'1.,t//� �• ; n I] ''N CARRIED MUST BE �. „ 0 T D E T A C H LICENSE '. - TN ON THE PERSON OF', -�f STUB, IaS RIGHT THUMB PRIN E HOLDER WHEN ENDAO. GNA URE OF LICENSEE SIGN NAM T EO IN, THIS OCCUPArON I•�.I E IN FULL ABOVE SIGNATURE LINE f COMMIs$IONER ! '87 81 A29 t '(Assessor's offioe (1st floor): FINE Assessor's map and lot number ... ... ..6..... ..a. ...six C- Quo �, w o Board of Health (3rd floor): fO Sewage Permit number ....�..a....... C . ....... i BARNSTABLE, . . _ SEPTIC SYSTEM MUST BE MABa Engineering Department (3rd floor): /�pl����""" — INSTALLED IN COMPLIANCE °°'°�OYaV. \e� Housenumber .........................:................ . ................. ....... d• APPLICATIONS PROCESSED 8:30-9:30 A.M. and 1:00-2:00 p. WM THE s �AhMIONMENTAL CODE AND TOWN OF B TRR � J BUILDING INSPECTO , 1 APPLICATION FOR PERMIT TO Insf it 1tt�h��LGvgn �,.. i.� i:eh...C�bcn. p,C....................:.... TYPE OF CONSTRUCTION ............ .o.a.. ......... ...1�.1F�?�t e................................................................. ......... o©�r.--.--%3..........19./.`Z.. TO THE INSPECTOR OF BUILDINGS: The undersigned `tJhereby applies ccfor Q_a permiitt� according to the following information: Location .......Ilk—...�L1Q./...V.T(��� CQ�(��4................................................................................................................ �... Proposed Use .........J1 4.(deti-fiG(..'........................................ ................................................................................................. ZoningDistrict ......................... ..P..)=.. ...............................Fire District .... ......................................................... Name of Owner ...UY'll' Whot!m Uf ..Address .�AVG'jlC1©. .Ul.........�t �.ft.............................. Name of Builder .`J( 'I ...T..CI.7.t`P.GbIdVf-!...............Address ....?.toat'.b.O. g.. .....1�� j� �...................... Nameof Architect ..................................................................Address .............................. ...................................................... Number of Rooms ` .. ..............................................Foundation ...Q.��?.�N........................................................... Exterior :.�..... �. ......ed.gl0..1 ......44%!.». .�e............Roofingv....4?..l°t.t..?!► .�.�......... ... `"7.'.! /....................... Floors ...�L. ................................................................Interior ...X........PC.............................................. Heating v�...TIoL .....T . ...:...........Plumbing ....... ! S. Fireplace �' p h�6!�............................................................Approximate Cost �� r'JUQ•- Definitive Plan Approved by Planning Board ________________________________19________ . Area ... �..':!rC p.......................... Diagram of Lot and Building with Dimensions Fee ............................................. SUBJECT TO APPROVAL OF BOARD OF HEALTH OCCUPANCY PERMITS REQUIRED FOR NEW DWELLINGS I hereby agree to conform to all the Rules and Regulations of the Town of Barnstable regarding the above construction. Namer.. .......... ..� ..................... Construction Supervisor's License .of ..[.0. .................. l ,;,ne /rnp C-0,71-mtc f . i 60/9q - ' ^ . ^ ~ . . . " . . . . .` . - �- - _. - - -- ` -- ~- ~ ` - - . . � ^ ` ' ' - ^ \ ' + r ^ � M The Town of Barnstable Department of Health, Safety and Environmental Services _ Building Division 367 Main Street,Hyannis MA 02601 Office: 508-790-6227 Ralph Cross Fax: 508-790-6230 Building Commissior Home Occupation Registration Date: Name: /� l��,�.��i TL=rJ c9 u Address: 5c/74tvo/- S%• Village: Go Tu i T Type of Business: 7`4 C-0'"J�5 efO - Map/Lot: O?o o 6 INTENT: It is the intent of this section to allow the residents of the Town of Barnstable to operate a home occupation within single family dwellings,subject to the provisions of Section 4-1.4 of the Zoning ordinance, provided that the activity shall not be discernible from outside the dwelling: there shall be no increase in noise or odor, no visual alteration to the premises which would suggest anything other than a residential use;no increase in traffic above normal residential volumes;and no increase in air or groundwater pollution. After registration with the Building Inspector,a customary home occupation shall be permitted as of right subject to the following conditions: • The activity is carried on by the permanent resident of a single family residential dwelling unit, located within that dwelling unit. • Such use occupies no more than 400 square feet of space. • There are no external alterations to the dwelling which are not customary in residential buildings, and there is no outside evidence of such use. • No traffic will be generated in excess of normal residential volumes. • The use does not involve the production of offensive noise,vibration,smoke, dust or other particular matter, odors,electrical disturbance,heat,glare,humidity or other objectionable effects. • There is no storage or use of toxic or hazardous materials,or flammable or explosive materials,in excess of normal household quantities. • Any need for parking generated by such use shall be met on the same lot containing the Customary Home Occupation,and not within the regaired front yard. • There is no exterior storage or display of materials or equipment. • There is no commercial vehicles related to the Customary Home Occupation,other than one van or one pick-up truck not to exceed one ton opacity,and one trailer not to exceed 20 feet in length and not to exceed 4 tires,parked on the same lot containing the Customary Home Occupation. • No sign shall be displayed indicating the Customary Home Occupation. • If the Customary Home Occupation is listed or advertised as a business,the street address shall not be included • No person shall be employed in the Customary Home Occupation who is not a permanent resident of the dwelling unit. I,the undersigned,have read and agree with the above restrictions for my home occupation I am registering. LEGEND SYSTEM PROFILE "' NOTES 100.0 PROPOSED SPOT ELEVATION TOP FNDN. AT EL. 49.2' I.DATUM IS APPROXIMATE NGVD - ACCFJ.S GovFRs ro FIN.GRADE (um ro SCALE) .ACCESS COVER.TO W11HIN S'OF F`N.GRADE _ 2. MUNICIPAL WATER IS EXISTING// � ACCESS COVER(WATEROGHO TO (OI TO GRADE P•UNDER ORNEWAYJ \ 1 OOx0 EXISTING SPOT ELEVATION 48,0' MINIMUM.75'OF COVER OVER PRECAST GRADE 2x SLOPE REQUIRED ovER sysTEN 3. MINIMUM PIPE PITCH TO BE 1/8"PER FOOT. /1\7Do PROPOSED CONTOUR RUN PIPE LEVEL 2'DOUBLE WASHED PEASTONE 48.0 1 / LOCUS �46.Of' FOR RtTsr 2• OR cEOTIOOILE FABRIC 4. DESIGN LOADING FOR ALL PRECAST UNITS TO BE AASHO --100-- EXISTING CONTOUR PROPosm 1500 - - H-20 EXCEPT FOR SEPTIC TANK, WHICH IS H-10 44.50' GALLON SEPTIC \44.25 - W EXISTING WATER LINE TANK M- 10 1 c.>,5 5. PIPE JOINTS TO BE MADE WATERTIGHT. C Q� $ 44.09' C7 C7 O ri CJ C7 p p p 6. CONSTRUCTION DETAILS TO BE IN ACCORDANCE WITH st = 43.74' O C3 C7 C7 M p C7 p p - MASS. ENVIRONMENTAL CODE TITLE V. +°4 COhl/t (2 x SLOPE) COMP�AC oN(15.221.2o[2D cwwlCiiL OHE EXISTING OVERHEAD ELECTRIC N C7 p C7 p�p.p p p - OEPIH OF FLOW 4' - 2' p C7 0 C7 O m p Cl p 41.74' 7. THIS PLAN L FOR PROPOSED WORK ONLY AND NOT SE a Bay (J_x SLOPE) (1 x SLOPE) BE USED FOR LOT LINE STAKING OR ANY OTHER PURPOSE. c _ TEE LET o 3/5)50 i 1/2' DOUBLE WASHED STONE 8. PIPE,FOR SEPTIC SYSTEM TO SCH. 40-4'PVC. . OH�tro� 114 (5) 500 CAL. CHAMBERS (H-20) O EXISTING LEACH PIT D' BOX (H-20) 9. COMPONENTS NOT TO BE BACKFILLED OR CONCEALED ���� -7'- WITHOUT INSPECTION BY BOARD OF HEALTH AND PERMISSION 7 FOUNDATION- 74' -SEPTIC TANK- 16' 0' BOX 20' LEACHING 5.44' OBTAINED FROM BOARD OF HEALTH. FACILITY LOCUS MAP 10. CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING SCALE: 1'= 2,000't DIGSAFE (1-888-344-7233) AND VERIFYING THE LOCATION ^� OF ALL UNDERGROUND&OVERHEAD UTILITIES PRIOR TO- -THE INSTALLER SHALL VERIFY THE BOTTOM TH-2 EL. 36.3' COMMENCEMENT OF WORK. ASSESSORS MAP 20 PARCEL B6 LOCATIONS W ALL UTILITIES AND ALL - LOCUS IS WITHIN AP OVERLAY DISTRICT BUILDING SEWER OUTLETS AND ELEVATIONS ' 11. EXISTING LEACHING FACILITY SHALL BE PUMPED AND LOCUS IS WITHIN FEMA FLOOD ZONE'C' _ZONING SUMMARY PRIOR TO INSTALLING ANY PORTION OF REMOVED OR PUMPED AND FILLED WITH CLEAN SAND. AS SHOWN ON COMMUNITY PANEL J250001 0021 D - SEPTIC SYSTEM ZONING DISTRICT: RF - - ,- DATED JULY 2, 1992 12.-ANY UNSUITABLE MATERIAL ENCOUNTERED SHALL BE MIN. LOT SIZE 43,560 S.F. - - REMOVED 5'.,BENEATH AND AROUND THE PROPOSED - MIN. LOT FRONTAGE 150' - LEACHING FACILITY(SEE SOIL LOGS). MIN. LOT WIDTH N/A - MIN. FRONT SETBACK 30' M N. S DE SETBACK MIN. REAR SETBACK 15' - - - TEST HOLE LOGS - MAX. BUILDING HEIGHT 30'. - - ENGINEER: DAVID FIAH 2RTY, H.S. . WITNESS: DON DESMARAIS, R.S. SYSTEM DESIGN: DATE: NOVEMBER 27, 2206 - _ - GARBAGE DISPOSER IS.NOT ALLOWED.- PERC. RATE a -< 2 MIN INCH - CLASS 1 SOILS P# 11525 DESIGN FLOW: L BEDROOMS(110 GPD)-= 550 GOD - .. S USE A 550 GPD DESIGN FLOW n ELEV. E.. ELEV. ELEV. ELEV.. . C !Z V :48.2' �i 48.3' 4 48.3 4 ` \ �OQ` SEPTIC TANK: 550 GPD( 2) 1100 Q' 4 48.5'. Pq �F v` USE A 1500 GALLON SEPTIC TANK FLL. :ILL FILL - FILL .• . 4-- V� C T LEACHING .. T 47.6• T 47.7' 7' .--. 47.7' ..7' .47.9' 'WATERLINE ro BE 2(47.5+.10.83 2 A/E A E A/C NY FROM SAS GREATER THAN / AIL .. UTILI�5A5 IF RESERVE SIDES: ) (•74) 172 LS LS LS LS SLEEVE SEWER LINE 5 'I \� •� - - IOYR 3I1 10YR 3/1 IOYR-3/1 10YR 3 1 i WITHIN 10'OF /p X-- r_ w 1 C' 47.4' / 47.5-x 10.83 .74 12' • 47,3' 10' 47.5' WATER UNE / ? 48- err- \ - BOTTOM: ( ) = 380 '._.._. .-... 12" 47_5' _ I i yl l ari�IpCE �\ B B 'r ,�,1 1 - TOTAL: 747 S.F. LS LS NOTE: SIGNS rANx Is x• - 552 GPD . . - L LS NOT DESIGNED FOR / /;47-.- �.' J i - 1 OYR 6/6 1 OYR 6/6 I oYR 1i 6 VEHICLE LOADING 1\ i I(/ _ , I - USE(5) 500 GAL, LEACHING CHAMBERS(ACME OR 38" 45.0' 30' 45.8' 38' / 45.1' 10YR 6/6 , / 30' 46.0' GYM �� :r T � �.� s �I � Z EQUAL)WITH 3'STONE AT SIDES AND 2-5'AT ENDS PEItC C C C.O. /'T EX1511NC 1 LOT AREA. n iMS MS r L DWELUNC 20,351 SFt i - MS .Mc • 1 'SOP BRICK FN ! N 1 10YR 7/4 t 0YR 7/4 I OYR 7/4 I OYR 7/4 '^ --48-fj - ELEV 49.2' .6' u I - ' O - 129' 37_4' 144" 36.3' 126' 37.8' 144" 36.5' .. - ry^ _ N.B. _ TH_' - _ NO GROUNDWATER ENCOUNTERED I -. PROP. - APPROVED DATE BOARD OF HEALTH MA A BURIED WATER TANK WAS ADD'NS./ALTERATIONS I - ; 5o REMOVAL OF ALL DEBRI OF S REMOVED ro BE! (ON NEW FNDN.) - _ ' DRIEED 'VA I .MUST BE DONE AROUND AND BENEATH WHEREVER FTLLIS o 1 - ENCOUNTERED PROP.SHED(ON SONG / / O 4 p t+ } TUBES) 4,. ;�, Q- 99.76 - TITLE 5 SITE PLAN _ - I OF •t. _ 141 SCHOOL ST. PROP.12 .20'6Hm ' (COTUIT) BARNSTABLE; MA PREPARED FOR - / STONE GRAHAM S LESLIE SILLIMAN DRIVE/PARKING 99.25' - AREA DF s•DIA. �----__ _ X--._-----_ DATE: DECEMBER 1, 2006 REV OCT 2, 2007 (SHEDS, MOVE SAS) X- 222.98'--_-'� -j--- -_-_-_----__-_- "' - REV OCT 18. 2007 (DWELL. ALTERATIONS) WRE FENCE _- '-----_-_-_ q� � ' Scaiw I"=20' - C 10 20 70 40' 50 FEET .. - off 508-362-4541 fox 5C8 362-9880 fyAGF , down cape engineering, inc. ' ARNE H /ARNE C//// ENGINEERS OJA NC [ LAND SURI/EYORS (d DCE• #08-281 DATE 9`F 4 939 Main Street - YARMOUTHI-ORT, MASS. - - I ..,,M„e v "�suavel V $ E E 2 o � U 6'-0' 9'-0' 34'-0'•/-fEXISTINGI T'-0- C IXa In DECKING ON P.T.2X4 t 4'-0' 4'-4' 1 IB'-5 I/1' 51-6 I/1' 94 V2' 3'-9 1/2' SLEEPERS m 12.OL.SHAVED s U ' PN¢is 9/4X4 1x10 JOISTS - RABBETED FRAMES O C.SNAVED ON TO 1 1/4' o MEMBRANE ON 3/a'LD%PLYW000 u q ROP TOP OF • - �i (. WALL 1. IX3AXS TRIM ON n P.T.TAPERED.1O15T5_ 0 4, yy rc K 14-TOTµ ' ys T JR �� C FBI rn __ ____ ______ ___-_ __ t- -- --- - 4 1 HAII 1Xa PT$ILL W/I/I' T T 9 Q AT SCREEN PORCH(COINER FLOOR HEIGHT) ■ PT.2XB ■ RIM JOIST T QI •'. F_____III..'C_c , �x _ ��� °fl - ' D A6 C o• L.1 1x P.i BILL^V1/2' 9 n/ 4r ANLHORBOLTS O 6'-0.OL.(M)r O •cCu ___ BEAM °X°*° AY REVLIRE "J — 1N, —. - WW%115TEEL BEAM j �— ---f•'. 51E"-cL.BE� 3 Ala �! 8' 14'-53/4'. M3'-IF M1_- •/- B HAUNCH DETAIL o 5GRN. PORCH WALL--- c° '-,. 48%4a SCALE:I I!J'•I'-0' CENTER CELLAR• I NVOW ABOVE SMOKE DETECTORS EVIEWED J� x B _ a-3 1/4• - B'-11n• P-u• MENT 13/ �y. �A5 6 t7 -- o a - -- -- - - Q - 2) /4 X 9 I/?'LyL j �)1 3(a•X 9 fin•LVL BARNSTABLE BUILDINGEPT DATE T I— - ' - & (z)1 3/a•x 9 I�• ---r' "� f 91 - ' l 'I- m " D _. T---- - -----6 igl - ''-0• ' FIRE DEPARTMENT DATE - i • : e * : ____ i 1 i ___.A dei �I � I 9'LMU WALL ry @I L_ __ ______ CELLAR SASH CENTER W/ 1 � r� ERMIT7ING � •. WINLIOYi ABOVE 4 BOTH SIGN ( b�I�o III n mi a. �IN _ mmo T N r 2'C TO BEr- . ---- -- - _ _ F 01IGK ON 2,PR VIVE�NKlS CONCRETE n o o + DOTING W/KEY;PROVIDE 2 INA-.OF°5 d REBAR O TOP BOTTOM OF WALL.WALL yw �_ =a ILLO ttPE'L' HECTI S O APFROX.9'-6•) (REFER TO W/12-EXTEN510N 1 SEcnoNs FOR WALL HE1GHrs -d q3 e8>�`a �a (3) 3/a'-% I/2 LV�.� lO ti)1 3/4'X 9 I/1 ILVL,r_Q (3)1/4 9. VLT_ >^ _ c i u m m' .. -, iv - V+ : �i 0— Y �-r�.-••` M -51LNLLSS TO E PT. ` -__ .. BLT506 SILL W/I/2' mm „ w ' ' - FROM CORNERS,THE O C.MIN.AND m 12" m u -r u__m o o A c . w 10'OIA..LONL.NBE�. ti •____ _' •_ _ MIN.OF - tia=.4 o-w!o`o wooed • . ON 2B'DMA.'BIGFOOT' 36 % 96 96 i a-I- A _ . .- _ _ _ B'-5 5/4' = l 1 _ u • 1'-10 I/1'•/- T-8 3/4' - I BOLTS PER SILL _ `m co^m U c n f�ti -.. _ -AREAS BELOW WOOD FRAMED FORCHES TO a I NAVE 6"CI.L-GRADEO GRAVEL ______ ______ CELLAR SASHES TO BE ANDERSEN•2611 - CELLAR SASH CENTER FV (200 SERIES)RD.-2-6 5/8'X I-1 Va' i � WINDOW ABOVE -FOOTINGS.COLLVR5 To DEW tHMLK ^` f _ __ ryl ANY FOOTINGS 41'%42'AND LARGER 0 W TO HAVE 5 REBAR m l2'OL..EACH WAY }I V COTING SIZES NOTED N 'IF O PLAN) Q) C _ ` -ASSJMED MINIMNH BEARING LAPACItt � F I W �_' I M--� O 50 L51000 P5F Q 1w ___ ` _ _ __ -�---------------- NOk_J OR FROZEN SOIL------------------- TO BEOIL ` M_ ________ _______ _________ _________ _________ •CONCRETTE STRENGTNL H�CN YI3A000P51 N 0 r 3'-21/4" 3'-2 1/a' Q D1^CONL.TUBE CARBON MONOXIDE ALARMS u 2: C I o VIA,'BGFOOT• Ln MUST BE INSTALLED PER L+ o r MASSACHUSETTS BUILDING CODE o= �o LL' ..:. ' r" 34'-0'•/-(E%ISTIN6) --_ IMPORTANT — UPGRADE REQUIRED Q :k STATE BUILDING CODE REQUIRES THE UPGRADING OF job no. o1o1 SMOKE DETECTORS FOR THE ENTIRE DWELLING WHEN date oa Nov 1001 F O U N D A T ION P L A N ONE OR MORE SLEEPING AREAS ARE ADDED OR CREATED. scale AS,NOTED B C A L E, 1/4' v 1 _0 . dfaWll NOTE: A SEPARATE PERMIT IS REQUIRED FOR THE rev. INSTALLATION OF SMOKE DETECTORS—THE ELECTRICAL Fe'• g _ PERMIT DOES NOT SATISFY THIS REQUIREMENT. It OCA t Z ISSUED FOR PERMITTING 5nc: i of 10 n v " - ' b'-O' 9•-3 1/2' 4'-1 3/4' 4'-1 3/4' -6'-3 3/4' 6-5 3/4' •' 514 I/2' S'ir IR' 9'-2 V2•- - 3'-9 112. 4 _ Ti X a• „ R_ Iq 741q� F.Iq F.Iq, m�. mq Rm - E m n _ o0 wH. . n nI KI n n ° - ~ a I 3'-9 Ma' 4 1/4' a 4= ?.. y � SEAT - « AJ fL - - H • - I Q7 A It:- Y.T 4X4 POST. - .. ��I 5'Firy.-DiMJ ASLDH 2941 9". ,- 3' -14 3 2114 « _ 2-5 3/4 X 3.11 3/: - 3/4 XX 311 NTJ r-r' • - - HEIGHTI O f-�N _ fl7 OREAKFA�t NOOK I.Ta ASLDH 3557 ,! V � 5/4 X 4-9 3/4 8N RA.: IEIGHTI 9- DOER p SG N PO� H _ .--- Ma •.3 ASGf5'1=(Ow ' - X4 1PE DELKINGI _ PI .. 1 KITCHEN' 3602(WON ON T,FRAME — - ---- D T,- -.. A.r.,. 1. .. F •••••�i - -�v 3- 3/4 xbHB___ _ - --b ... - __ _____ -'E A .45,a. , f I �l� I ygg .. O , - , _ - vn --- FAMILY RM. cn ' PATIO ; 3'T- , ASCDN 2941 � - .^: oo � , ' - " -5 3/4 X.3-II 3/4 ' - ©,: e - ' 4'MIN AIRSPACE ' ... :=.. .. -. f .. ...P.' � SLFS 1202 -(36, '. ASLDH 41 (%'OPENING) - _ 2-5 3/4%3-II 3/4 , a 1 � , Kr2RER GDr - 11 I - DINING 5. °e - a_ Y� e. F pES� • ASLDH 2941 a BY OTNE0.5i 4" S.IA«. 4' -_c - •- - v r r. .. FT : __�}•I.O__1 DESK ENT.0 S , , I:w i' ,,1-6X6-B ' ENT.LAB: - t. IOilh,• 2'-T 2' T'I'..• ,, :� 12'-T I/2' MESAML 5ND5 a FACE . �. _.- ♦ •x1.a - - doe ,, ,- + OF CM FIREPLKE , .777t - - '' -5EHLH/LUee1Es-- _- -- --- OFFICE _ _ _ .76 _ . . b MUD - -. ROGUE VALLEY 4418(1.6J-R ,o- .- I o 9=`m,- m RA:2-10 I/2 X b-10 1/2 5'-B I/2' 5' S9, m of mi - .,. PORCH a ;� 3} _ _ - � ,, 3 - � � T GENERAL PLAN NOTES e "3 m POCKET .. , ` ., - _ ; - ory -ALL EXT.WALLS TO BE 2X45.e1 16' c�m a, _ Y4, • rt m 1X4 In DECKING 3 I/4 .: o - a... :ALIGN WALLS s -'+ • - OL NNLE55 NOTED OTHERWISE) . - r _ - — -- r mco In— FRAME ALIGN WALLS : , ' m mt m - m LNDRY. 'v -ALL INT,WALLS E 0E.ERM Y Ib' y. ... f.: '+`.�' • P.T.bXb POST F -.- r ''. N '•+ n.. - OL.NNLE55 NOTED OTHERWISE Y ". • .PI IX WRAP(1'X1' n ••LLG.HEIGHT AT „+,� ' • r= FIN.pIMJ :.-°- ADDITION TO M4 H _ c - a - E%15TING WALLS WITH.P ICAL)DOORS TO _ 1 „ . 2X65 _ BE (TYPICAL) DEN/STUDY WINDOW$/EMTERIOR FRENCH DOORS BY +�'' - •: e t- FOYR�'R .'� - PELLA'(REFER TO ELEVATIONS = r .. ,. - -, FOR GRILLE PATTERNS) ". THE LADS/ * ' 1- _F'�eE50E�—DOORS BY .RISERS TO H .. AA`` V 7A - •. : REMAIN , _REFER TO ELEVATIONS FOR WINDOry - W � LO O AND GRILLE PATTERNS BF � yy O , M - - r ' 4 «M _ , r _ i , ,F NT Qx� fSf LL 1X4 In PECKING - ,'i,'x "V ��C V/M+4 L " WALL/DEMO Vi C r+7 LZ ON P.T.FRAME �_� H••e P.T.6X6 P05T _ - - W/IX WRAP(1'XT' - H 4-6" : 4'-b" 3'-2 I/4 3'-2 I/4'.. FIN. JAL TALL 3'-2/2" 3'-9 I/2' _ SHINGLED WALL __ WALLS AND ITEMS TO .BELOW - BE REMOVED . EXISTING h' T'-0" EXISTING WALL5 TO .. _ REMAIN NEW WALLS - job no. OTOT DEMO NOTE5 date O9 Nov 2001 " EXISTING DASHED HINPOWS a WALLS Scale AS NOTED TO EE REMOVED AV PATCHED AS _ . NEEDED OR REPLACED AS NOTED. drawn : KMW EXISTING HOUSE 1.425 50,FT. F I R S T F L O O R P L A N PROPOSED HOUSE'42 1 SO,FT, M. SCREEN PORLM=I51 5/O,FT. SCALE, I/4" I'-O" 02 INN TOTAL Ib64 SO.FT, rev. a A-2 8 ' = ISSUED FOR PERMITTING r5lrl 2 of 10 S c E l► o b N y t10A 46 0 � jrvJ� Y IS'-O' �34'-0'•/- ad •O G C 5-3/4' V-5 In* 4'-1 9/4' 3/4' 74 3/4' -5'-0'•/- l'•O' T-0' 5'-0'•/- 3'-3 V2' 1'-9 In' " s = Xx r M r r 4c i n m Y KEi '- ■ �; � W.LG. Iwo( r 14'-0' 6'b' 4'-0' 3'-4' 9 "M57R.BEDROO D ASCPH 2-5 3/4 x 4-5 5/" /4 EDGE OF FLAT/ Q SLOPED C.. 7,6 w.I.G 5555 A%C 2953 MP p ` ' HAr1G 31 XSO'MINJ M5TR. jr 2-5 3/4 X 4-5 3/4 - "a n N BATH. .. -- -------- m . .. .. T'-3 3/4' 4'-b' 4'-4' 4- )ui - O' S'-I' 3'9' 3'-9' I'-4' S'-0' I'i' 2-5 3/4 X 4-5 314 ASCDH 3953 ;4 - - 2-5 3/4%4-5 4 EDGE OF FLAT/ V Q SLOEEDCLG. J - 1 ;n aim m STD. C -0 -------°F I C 4 uH A5CP 53 - UPPER RIDGE—— _ — 2-5 3/4 7X 4-_4_—— —BEDRM.4 BOOKS _ -- MI"' 4 4•-Q' n '� N.2-AIR5PACE 4' � m --51.EEPIN6 LOFT— ABOVE/BED BELO METAL sT1swF'c�- DF cN4r CNIMAEY toR = 4 Q i � MWOODSIiippl��eDy��' BEDROOM- 2-6x6-8 AE4PN 3953 POC E06E OF FLAT/W•' - 3-5 3/4 x 4-5 3/4 UPPER Fop FLIT ER HALL/ SLOPED CLG. LOFT-_ W.I.G. LI EN o ALIG� W 7-53/AECON 245a MO - - EXISTING. $'-9'•/- 2,101 4'-7': a - - 'i ry 4n me yE u E- - -_ -_---- ♦__ _______________ __ __ _� m �i _ - _ -mo9t cE^�o._o cococ-yo E06E OF FJfI5TIN �R T '^. - BALLUSTERS AND 0 REMAIN y :m NEWELTO MATCH __-___- U9 m - - EXISTING ____ ___ OR INTO ROOF _ ohm _ehm n i a in ; FOR WINDOW m _ -__ _ _ E55PROVIDE pCC n m3 m�cmc� LEAD CDA D e•n _a a w< EXISTING TREADS/ T}EE m o^ e o m m u o uQ -• � _ ... .. i- RI5Eft5 i0 REMAIN PPER FLASHI _ GENERAL RAN NOTES �n n m n_LO NG ALL EX'WALLS TO BE 3X45 0 16' 3'-5 I/2' OC MLLE%NOTED OTNERWI5FJ - DN. CLRVED ROOF _ -arai q o 81,15 _ - OL.ALL IMO.E%NOTED OTIERAIMI m- - .. n_m T AL16N WALLS -WALLS WITII POCKET DOORS TO BE 2x&S(TYPICAL) ________________ _ ALIGN BEDROOM 3 x -WINDOWS Dr PELLA'ARCHITECT BATH. I w SERIES(REFER TO ELEVATIONS - FOR GRILLE PATTERNS) 0 V REFER TO ELEVATIONS FOR WINDOW W N C R.O.HEIGHTS ABOVE WEIFLOOR c AND GRILLE PATTERN5 0 4-O ALIGN WALLS 2-5X3-6. CL MR o` N O O a� — �= O to IL (zN� o • '� �, WALL/DEMO � E_ ------ WALLS AND ITEMS TO 4'-O' 9'-0' E%I5TIN6 T'-0" I'-B I BE REMOVED EXI5TIN6 WALLS TO Q REMAIN NEw-LLS job no. oioi DEMO NOTES date 09 Nov 2, EXISTING OA5HED WINDOWS 4 WALL5 SCale A5 NOTED TO BE REMOVED AND PATGED A5 NEEDED OR REPLACED A5 NOTED. dram KMW 5 E G O N D F L O O R P L A N EXIST HOUSE 516 50 FT. eV PROP05ED MOUSE.885 FT, 5C ALE. 1/4" 1 -0' - TOTAL-1,46450.FT. T"• 8 A- 3 = ISSUED FOR PERMITTING Sbt: 5 of 10 T r • r . V - C N e a o v � 4'-O' N ARLMiELiVRAL ASPHALT 6 A EXISiINb - (TROOP' nHEX15TJ Ab NON-Wi.r T - DORMER - (T.M EI •� BRICK CHIMNEY . s ROOF GREASE T ADDITION TO ALIbN W/E%15TIN6 L ••RAKEF��EETURN pETAJ'TO MATCH E%IST. V C SOFFIT I/hDIN6 0:5 RAKE Ix SOFFIT ONix UT;BAND IX CORNERBOARD5 MOUDIN6 ON I%SI:B-RAKE (TO MATCH E I5TINb) ON IX BLOCKING _ 12 �512 (lL 1�RADiRS -W STN DIN&MOtI-CINSM'jai C METAL $FAN w .'�C ••EAvE DETAIL TO ON�iLN E%ISi. - N FASCIA;%SOFFIT - U BRAND MOULDING 0N(LONT) 3/4'MDO PLYWxJD AT 510E5 - - I%FRIEZE ON I%SLOLKINS W/IX TRIM AT PROM SEGO FLU- 12 W fA5CIA AT AHOUSE 1-4 Q a S _ _ _ ADDITION ~� L_ •Bole BED N 2X CAP D O ® DECORATIVE BRK�KET$ eXb P05T W I% cu WRAP 1"XT'FINISH �/j �V/J •� DIMENSION - El` - - %LASING WITH MOLLDINO T.M.E. .8455 BASE I� L ABOVE IXB WRAP SHINGLES E VffAVED LORtERS L- V e FIRST FI.00F N I,EP.T.DECKING • . 0*01= lx P.T.FRAMING 04'TREAD5) Ix VER1XIO SKIRT BOARD , i •- - I1 0 VERTICAL DE I �ttI 'EX E I - DECKING AT SIDES 1 l 1 l 1 l W/12'ExiEN510N r I I I , OF STAIRS W/I/4'MIN. •- • 1 . AIRSPACE 10'DIA.CONCRETE - 1 `s ' TUBE ON 28'PIA. - 'BIbFLY1T• F R O N T E L E V A T 1 O N ExIsnNG xausE NEW ADDITION I 5GALE: I/4' _ I'-O" ARCMTECN ASPHALT ROOF SHINGLES BRICK CHIMNEY - - (ro MATCH EXIST1 A6 A6 as; -=a� o` r- a .. - ROOF GREASE AT ADDITIONN WT _ -a . - - TO ALIGN EXI5TIN6 - x>Q _ IX 10 M MATCHATCNIBOAROS ( EXISTING) - - 'RAKE MOUL DETAIL TO AICE EXIST. • LROXN MOULDING ON IX RAKE .. IX SOFFIT BUILT-OUT;BAND - FgILDINS ON I%T RAKE ••EAVE DETAIL TO MATCH EXIST. 00 N - IF�A G�A IX 50FFITIX - V 4 I . BAND MOIADI ONPERF VENT(CONTJ - W SITtlANON N&SEAM N N IX FRILA EZE ON IX BI.OGKINb METAL ROOF (n C . _ - O p }-0Nr — .Mvco1M Yn000 o (n u _ O SE�FLOOR .�.. W +ADC O � Q _ ` A N XI T A u O +' e5018 BED YV 2X GAP _ L b E 5.FASCIA �n W FASCIA AT HOUSE •L }} AD DITION ON ITI `V Q) i t i•+ T.F Pp5 5N C ' BPN�AP(T"%�FIINISH .+ _ ' DIMENSION - v Q W _ DECORATIVE BRACKETS = T O• .B455 BASE I IX LA51N6 WITH U ABOVE IXB WRAP MOLLDIN6 THE. WG.SMN OROR Q I TOO FLR - ✓ffAVED CORNERS job no. oloi •-=== ----• •_ __---- date OP Nov 200i TYPE^c°BILCO scale A5 NOTED W/12 EXTEN510N j drawn KMyN rev. rev. I RI GHT E L E V A T I ON A-4 8 SCALE. 1/4' . 1 -O- ISSUED FOR PERMITTING sht: 4 Of 7171 ' :. o E E �1 qE3 ewcK cwMNtY - n — . —_—— A6 A6 N6_E5 - MATL EXISTING MATCH EXISTING L N u ARCHITEC ASPHALT — ROOF SNILE5 RAKErRET1,RN MAIL TO MATCH EXIST. (TO MATCH ENISrJ < ••CROI'N MOULDINS ON I%RAKE _ IN SOFFIT M4LT-GAIT;B.N@ - - OM Lo'"3LOLKIN6a&�E = ROOF CREASE AT ADDITION i0 ALIGN W/E%ISTIN6 CROYN MO.7,DIN6j VSTA SEAM - ROOF. I/O 1D (io MATLHEE 1 e .O c E t _ 3 IN MDO PLYWOOD AT$IDES ® yi W%TRIM AT FRONT /.LION EXIST.FASCA - ru - V FASCIA AT NOIRE _ ••EAVE DETAIL TO MATCH Ex15T. • �S WOOD&TTM ON I% FASCIA;1X 50FFIT I3 W/3/4'FERF.VENT(LOM) - � •� 0 SEfAITD FLOG!' —IBXAFNRIEZE ON BLOCKING , .. DECORATIVE BRACKETS ;�Nj _. RUBBER MEMBRANEAT FLAT ROOF A •{,C• EAKFASNDOKr BR I L IX CASING WITN MOULDING T.M.E. YIC.SHINGLES M O 6J WEAVED LORNER5 - Q� WC.SHINGLES W/ ^. - M-•• WEAVED CORNERS IA •FI5 FLOOR—IX4 In DECKING v.. ,' .. - • - - V ON P.T.FRAMING - (14'TREADS) •, • X _. LUSTCM SCREEN .. , ____ _ I _ _ PANELS � "�`����• � � '�. "•. ___ _. I e IMAXIO SKIRT BOARD .. - - DE VERTICAL OE - - DECKING AT 510E5 ♦ STAIRS W/I/4'MIN. Ila ' - In ON F.T.FRAMING 04'TREADS) . . REAR ELEVATION „ 5 CA LE: 1/4' - _ NEW ADDITION EXISrIN6 H015E - • _ a BRICK CHIMNEY ARCXITELT.RAL ASPHALT - ROOF 5H1%LE5 . (TO MATCH EXI5TJ ;gym - ROOF CREASE AT ADDITION ALIGN EXIST. MOUSE - :.�• ,.. - ION W EXI _Aim B n ADDITION AT. a iv yy TO AL STING .. HWSE tt�m o m a�w ., rnN-EVILrwr m_ q_ - - DORMER RAKE — rai n�mr '•_ (TMz) _ IX LORIERBDARpS . (i0 MATCH EXI$TINS) '•RAKE DETAIL TO MATCH EXIST. CROWN MOULDING ON IN RAKE (TCERADDI _ IN SOFFIT WILT- OUT;BAND _ 014 DIBLG DN t;UB-RAKE O V }I�(.nr n iw - N n��� N ' - WOOD WRERILNO MATCH EXIST. C L Q IN CA51N6 WITH .. FASCIA:IN 50FFIT .. Q ��n = M.w - MOULDING T.M.E. _ ✓V 3/4'PERF VENT(CONY) 4 y L BAND MOULDING ON we ARUBBER ROOF ATE IN FRIEZE ON IN BLOCKING L. �O 'BREAKFAST NOOK NO $U �F�� �••1 m O (AW .M&FLbOF!- _ Q U •8016 BED W/2X CAP N •Oy_ • TOM SCREEN N m ® ®; r•_ 6xb PApS5T Wl lx . IX4AXIO SKIRT BOARD _ - DIMENSION) FINISH �� T V ' - - T�•T sS455E IND MNP IX4'PC DECKING ON PT.FRAMING _ FLR. job no. 01O1 FIRST FLOOR 10 MATc- Sst)N6 date Oq NOV 2007 scale AS NOTED IX4 VERTICAL In TUBE O CONCRETE DECKING AT SIDES 1118E ON DO'DIA drawn OF STAIRS W/I/W MIN, N T.DECKING / '016FOOT'FOOTING KMW AIRSP ON P.T.FRAMING j I (14'TREAD$) I rev. rev. $ LEFT ELEVATION A- 5 SCALE, 1/4' . 1-0" ISSUED FOR PERMITTING sbt: 5 of a E y4�f ALIGN WITH ALI6N WITN --- + W ALIGN WIT1 nl .� RI A 16N WITH GREASE AT EXISTING 10115E GREASE AT EXISTING NOOSE - .. -GREASE AT EXISTING NOOSE LREA5E AT EXISTIN6 10111E h 'RIDGEVENT LAP - ' OVER 5/4'X II l/W _ALIGN NRIDGE _ALIGN N RIDGE LVL RIDGE BOARD AT EXIST.NOOSE RID(.E VENT LAP AT EXI5T.HOUSE V OVER 13/4'X II 11&' t�•3 ARCHn"ECTORAL ASPNALT 17 LA RIDGE BOARD S t%LE5 MATLN EXIST) T.M.E. TME. C 5/6'Cox PLYWOOD n'/-) 2X0S s 16'OL. rl-l-) 2xIO5 6 16'O.G. $H1N& S MAiGNA T 2x8S..6-OL. av 515.COX PLYWOOD •• ]nYZ s RAFTERS AF N Exl rI.b 2XIOSOI6OL. p �T°"AT DORMER o C �r • A(D 13/4'X 9 I/6'LVL ngy�ATpeL 1Q6[76R�IrBMR - (I)1 3/4'X 4 I/4-LVL .ALIGN FY 4R€n ......................... ..... _ VIwY M N GaE AiExiSY:lblr t2' ON GYP.BOARD .-- ON IX3 STRAPPINGf$"r:- `...._....._._.._...._..13__..- N I%3 STRAPPING 9B IlAi1t 2%B LLb..YJ15T5 po L�1�F TME. R-30 PLO INSULATION 2x12 CURVE-W - R-0 Ub..SILT {Tpp MATON pf1g�7J (36./_) RAFTERS a Ib'OL. TME R-30 Fb,INSULATION FLAB I�B6MSip .� GREASE BEAM BIRD UP PI.A7®M (T2'RADIOS)TO LOM. (21 13/4'X II t/6•LVL 2XI2 CURVE-Ur "r _ �AALIdI bJER YROOF GREASE BEAM n E RAFTERS LOAD BEARING P IV 2X LAUH F (2) (T2'RADIO'$1 TO CONi. WALL 4 M6 _ LOAD BEARING g I. BELOW HALL O5 AAT L�RY� W.I.G. BEDROOM 4 - 16, RAFTERS a 2X6 PLAT2xIoE TO WALL Ib'OL. RECEIVE FTER w DORMER(BLOCK - - _ ��Te� BEDROOM 4 C� ✓EBS AS IEEDEOI �L 2X6 FLR JOISTS 9/I/2ieA.62000R YMOOD 12 W.I.G. c SHAVED DN.2%4 RAFTERS u f31 3/4'X i U4'LVL 16'O L.Yt/ JOISTS O 16'OL. 3 9 I/2ieAJ5- FLOOR I/4'PER IY AT FLAT ROOF R-19 Fb.INaUL. W/3/4'COM.LVL RIM - - .45YU RIBBER MEMBRANE SUB FLR,AT SECOND: 2x6 FLR JOISTS J01 TS '.LV 0 16'OL. W/ /4'COW.LVL RIM EXIST. FLR.MATLN EXISTJgLIGN W/EXIST. TOPy�OBL.__ IgFiE FASCIA —PLATE a BAY `E FASCIA PLATE 0 LAUNPTY TOP OF DBL. w 'B016 BED V2'GYP.BOARD - RATE a BAY W/2x LAP ON I%3 STRAPPING FUR M.AS V2'GYP.BOARD 2 9 V2'AF 2O5PILO.JOISTS TO ON IIO STR A% ' 1 P.T.b Xb POST Fl/ WALL AT - BELONbxI STEEL BEAM(FLUSH _ WL.SHINGLES MATCH EXIST. WBX13 STEEL BEAM(FLUSH m v w DOfLMER(BLOCK BELOW WALLNOINT LOAD$) IX WRAP(1'XT WL.SHINGLES 1/2'LDX PLYW2DD _ CLb.IE16M BELOW WALLPOINT LOADS) �r..� WEBS AS NEEDED) Cu FL N NAILER BOLTED i0 TOP o r ` W FIN.DIM) In'CD%PLYWOOD 2X13 0 IIN O.C. W/2X NAILER BOLTED TO LOP F FLANGE OF STEEL BEAM 2X45 a Ib'OL R-13 F 6.INSLi. 21 9 V2'AJS205 - PORCH FELOW WALL FLANGE OF STEEL BEAM I%4 IFE DECKING R-13 Fb.INSUL. .P.r.2XB FRAMING KITCHEN '" I. NEEDE7'1 s20 STAIR KITCHEN B'FA5T NOOK Y ��,+ 016'LC. - - m q 6 _ 464555 BASE 3/4-T16 PLYHOOD E i 3/4-T46 FLYWDOD 9 I AJS-,OC. - N m AUN RY MUDROOM JOISTSbIa'o.L ABOVE I%B POiAP i, _ 9 1/2'AJ$-20 FLOOR JOISTS O Ib'OL. 51B FLR• M 9 F 6.INSULATION - - ' - 5R fl.R. R-3O F b INSULATION SOB FLR. FIRST FLR.MATCH EXIST W/3/4'LONT.LVL RIM =U.S FOR. - 6 FIRST FLOOR N 3/4'CONT.LVL RIM 0 FIRST FLOOR U - e FIRST FLOOR TOP OF MATLN EXIST10 11�� TOP OF - (MATCH EX15T) FOMDATION WALL O OUND—Ci TION YUU if - - I (2)I B/4'X II l/6'LVL 2xb PT.51LL N 1/Y v (FLUSH AT STAIRWAY) _ r ANCHOR BOLTS _ •— • IX3AXb SKIRT 2A� SHOR BIOLLLTS 1/2' 6'-0'O.G. (2)I A X II-'LVL t / (TYPICAU E'LIiN AT$TAIRNLAY) ON 2CON.1 WALL O V-O.OL. - ` CONCRETE FOOnN& _ frcPlcnl.) CONCRETE 2 X 2 W^LL BASEMENT (CON TI - CONCRETE FOOTING LEDGER - .. -BASEMENT N KEY 3 V2'LALLY 10'E O CONCRETE BASEMENT SLABS TO BE 4• BASEMENT SLABS TO BE CONCRETE(jOPO P51)pl CONCRETE(30JO P5U ON )13/4•X 4 TM•LTJBVL i9o�OT2'FOOTING 6 ML.VAPOR BARRIER OVER - _ 6 MIL.VAPOR BARRIER R AT STAIRWAY) 6'WELL-GRADED GRAVEL • 6'PELLlaRADED&RAVE COMPACTED TO 9SJ%MAX. ., - COMPACTED TO 95%MAX ORY DENSITY - DRY DENSITY - TOP OF F�TIN6 - 5E0TI0N �1 SECTI ON- 5LALE 1/4 1'-0" ' - SCALE, 1/4" - 1'-0' �x• AL16N WITH ALIGN WITH CREASE AT EXI5TIN5 NO.E GREASE AT E%ISTINO HOUSE - —ARCRTELTORAL ASPHALT SHINGLES MATCH EXIST) - _ _ALIGN W/RIDGE 5/6•COX PLYWOOD RIDGE VEM LAP _ - 2x105 a lb'OC. - = �' ��E _e r OVER 13/4'X 11 1 /6' AT ET5T.HOUSE Sp c LVL RIDGE BOARD 12 —RILYE VENT GAP h+ o4 m_ o YE 3 v ARCHITECTURAL A5Ft1ALi TME. WFR 13/4'%II t/6' - ^r eoy - SHINGLES(MATCH EXIST) (T'/-) - - LVL RIDGE BOARD _ gym_ +~T 5/5,LDX PLYWOOD ..• - .6.' e 2%105 0 16'O.G. (2)13/4'x 9 V4'LVL " U CREASE BEAM - - • •--WC.SHINGLES - u'�3< -bloom CREASE „ - 1/2'LDX PLYWOOD CREASE BEAM SI.B FLL1pR 2X45 0 16'OL... ALIGN I"�/.CRF,A _......:- In R-15 F.O.INSUL. .: t m w u=^e,. -- ATEXiSi. 12...... �a� _ _ e� cn�m aoq F In GYP BOARD '�TfJ I/2'GYP.BOARp S IYl 11.Inn OKING ON P.T 2X4OL.SIUVED a"m a m _u TME. ON IX3 STRAPPING ON IK:STRAPPING ON.TO I/2' - 36 2X1D L G 015 5 2XID LLG 015 5 �'GlO M1A7l NBOMT R-30 Fb.INSULATION +4 94D IP PLAA_iB_A4 R-50 PLO.INSV ATION TO RTCM LOAD BEARING P AI�LVG6�IWIyfl.A 1Tr CUSTOM 5LREEN WALL 19M - - PANELS W/5/4%4o MSTR. BEDRM, W.I.G. M5 m I —q U2'A.1S205 W/RLs MEMBRANE ON 0 RABBETED FRAMES oL.SHAVED DN,TD T 114' 3/4'LDx RYWODD ' FF��11.�N NEEDED � 3/4'Te6 P.YW00D 3/4'Le6 RYWWp � a ry (CANTILEVERED) }J V �� 9 V2-Ab-20 FLOOR 4 9'X 9 I/2'LVL 9 I/2'Ao I FLOOR IX3AxB TRIM ON (n Q� LG1R5E E%P05LIRE .tlI5T5 O Ib'OL. WALL/ JOISTS a I,O L. PROVIDE BLOCKING P.T.TAPERED JOISTS =15 Fb.IIbOLATION DINT LO R-30 FG.INfa.LATION �qS N��p� - �L` Q� - W/5/4,PONT.LVL RIM - W/3/4-CONT.LVL RIM SUL�FLR.O SECOND W L. v ' ALIGi EXIST. FLR.MATCH E%ISTJ Q_�0'4/-11 � TOP PEIL._ —MOUSE FASCIA 12 TOP pF�BL - S T P I {••I•�v I L (A ..-. PLATE SCRN.P R.TT�F R .. 2.P.T SILL W/1/2, T HWSE � ( V (411 3/4'x 9 1/2'LVL it LL ^` (C (P�FOOLVSN BELOW v14LV 3 4-X 9 I/2'LVL YIBX40 STEEL BEAM(F TO y ANCHOR BOLTS 0 �1l Q 0 PT 4%4 POST Yi/ TNT LOAD (2)_� WC SHINGLES FLANGE OF STEEL BEAM I'6 b'-0'OO(TYP) +WJ (Fun^BELOW WALU W/2X NAILER BOLTED r0 TOP W {n IX WRAP(5'XS' IX6 E06E a CTR. /2'LDX PLYWOOD PROVIDE 5LOCKIN6 AND CO5TOM DECORATIVE _ V a C FIN DIMJ BEADBOARD 112'GYP.BOARD I BRACKET U N - 3 ON 1X3 STRAPPING 2X45 O 16'OL. H)2XIO R-13 Fb.INSUL' (2)2XI0 HDR, m Y cusroM SGRN. PORCH . "•' R4�ETFDR�AIaE4s FAMILY.RM. FAMILY RM. m 4 2XIO JOISTS 1,12-O.L. ERNgr m - .T}•j K SHAVED ON.TO l/4' 3/4'T4G PLYWDOD 3/4-T46 PLYWOOD �L }+ 3/4�Gp%PL WOOD MEMBRANE ON. `~ - I RIM JOIST q VST AJS-20 FLOOR q IR'AJS40 FLOOR �u� JOISTS a Ib'O.L. ,1O,ST5 a Ib'OC. T V%v FLR. - R-30 Fb.INSULATION R-30 F.6.INSULATION l". , ) U I%4 In DECKING ON P.T.,- Fe/3/4'CONT.LVL RIM W/5/4'CONT.LVL RIM ILI1 v,0 FIRST FLOOR — 2X P.T SILL N 1/2' / �_ _X SLEEPERSyED BIB PLR. TOP OF DN.I U2' 0 FIRST FLOOR 9 V2' {I/1' ANCHORO.C.BOLTS 0 FOUNDATION WALL J 6'-0'O (TYPJ 2X6 P.T.SILL W/I/2' > BELOW WALL AT 2X6 P.T.SILL N 1/Y 8'LONLRETE WALL ANCHOR BOLTS DORMER(BLOCK ANCHOR BOLT$ —B'CONCRETE WALL D job lIO. OTOI ON 24'X 12' 0 6'-O'O.G. WEBS As NEEDED) ®®b'-O'OL. ON 24'%1Y CONCRETE FOOTING (,PILAU (MICAU CONCRETE FOOTING (21 2X J015T5 w KEY date oq Nov 2001 BASEMENT �RTAn,�j'PORCH BASEMENT O HAUNCH DETAIL o 5CRN. PORCH NALL style AS NOTED BASEMENT 5LAB5 TO BE 4- BgSEMENi 54g86 TO BE y. BLALE,1 1/2'-1'-0' LONLRETE GOOD PSI)ON CONCRETE(BODO P51)ON draw KMW b MIL VAPOR BARRIER OVER 6 MIL.VAPOR BARRIER OVER b'NELL4RAPEP GRAVEL 6'WELL-6RADED&RAVEL COMPACTED TO 95%MAX. COMPACTED TO q5%MAX. rev. DRY DEW, CRY DENSITY TOP OF FOOTING m SECTI ON �� 5ECT1 ON �� A-6 SCALE. 1/4" = -O' 5 C,A L E. I/4' _ 1'-O' Q ISSUED FOR PERMITTING sht: 6 of a x. - c - c E E _ o w y "o BO OF 2%105 Ai SCREEN - - - BBOO r .. .. G - • (RE ERMTO EILTO.pI5T5 ... � Ab NA>ysERs As r�mm AS g p STEEL ae IAM Ab - + M W Qf c - ♦ to -. >r : ot Its , tiI 9 ry . It ^ O , a 0 a 1 V r _ , 7'. • e...o ., ,.- .r r _-. .e -.. g, '.- '.'i� -' .. WIO .EEL AM - L IIyy b , E ^ r . ' • -: - - ..a .' ._ . i i 1 i R l TOP OF II 1/b•LVL 61RT -' _ •,. .J ,. e. :. :v, - • T .. ♦. v $ .. ,. TO BE AT SAME NEIGM AS •' 2X NAILER ON STEEL BEAM IR - : - - '• ,. ;, It v. - '. ... WALK mT 5TEEL BEAM AS - .. .x ^) ro _ - • , - NEEDED AT FLI15N LVL ,: - - - , A v - . co agcnoU STRUCTURAL DESIGN CRITERIA ro 31 _,FIRST FLOOR 40_F5F - LL < f2)134%91 'L - ^.x _ n `` - 15 PSF IDL 71 g, n e.. , .. SECOND FLOORTM 50 P5F . -.. - ,. :,•. - - - ..:�. of - of - .. .. ' a S : , BLOLK CF E I NEmm FROM - y.°. - Z I , 10 PSF BOIST5TI EXisrlwFLOOR - ATTIC/STO tea' "":' J0/2'LA TOP OF(2)1 3/4'X .. 0 P5F - ' g • 1 _ x re. .. .,p ,.. ...r? - t£ ., -: - J (3)13/4'%9 I/2"LVL Jf--9- lL.. u.� 9 I/3'LA GIRT I�l Til AT PPM5 AT&VAY? * TI r} . - *.. ,. • P.T.2XB5 � - � - a ��- - ROOF " _ _ r - •Ib oc. ry I5 F5FF - r�„m - x a- ml _ o 3 - s.. -1 "♦` d P.T.-oc. _ - Y :, ,rn �." - _ _ !r ALLS 75 PSF, DL r=7 _ - - _ = P. - NTT ALLS. 50PSF' DL ^ . ., .• .: _ Ss .q.' - _ (3)1 3/4'X 9/]'LVL I (3) 3/4'%9 V3"ILVL (31 3/4'X 9 I/2'LY': , . 9 L ^�r, - Y:. .- /y •. _ .. .' . --. (3)9 1/2 AJ5-205(BELOW WALU —._p_ ._p - 5 ^3 m . DECKS POR H - -- - - • / G ES p PSF AT LV LONNELTION 3 2X i AT LVL61RT5(HAN6ERi y AS NEEOEDI - .16 "4 ° , m , Q p. t L _ .+i-a - .-:a.. 1., ♦ - ` T " ... n i a.v _.« �, r - `EXIST,PIERS TO BE p y " }, ¢ - . : • ILK PI _ REMOVED U vI T BE r O s . n r _ •r . • 4 B ej C T M1R J015T5' - TO SE BOI17 5E GASGADE O-v q I/2'' AJS-20'S @ I6" O.G. — �. RIM N ES m — u 4, ZoAoO'V a NOTED L O `) �i . _ m r. JO ST,U 5 i P.L. INDICATES PARALLAMN� O d mAS NEEDED To P05T INTEGRAL W/5TUD -" ++' U- ALIGN EXISTING 2XB(I 3/4'XTT/B") k. 0(21Pr.2� FLooa.nlsTSWrt»NErv91/s•A.nWALL FRAMING c:0 T 0 L.L ENGINEERED FLOOR JOISTS +TO BE IN5TALLED PER MANUFACTURER'5 GUIDELINESAND 5PEGIFIGATION5 , job no. oloT X - POINT LOAD(FROM ABOVE; date 09 NOV 2-7 PROVIDE BLOCKING F I R 57 F L O O R "F R A M I N G F L A N AS NEEDED) scale A5 NOTED 5 G A L E I/4" I -O" drawn KMW reV. rev. I _ A-7 a - S , ISSUED FOR PERMITTING sbt: -r of 10 V ;s o c • .r m �i Y O 0 o � B P.T.4X4 (3)2- (3)]x4 C A6 P05T 1 /4•x,V4'L -"P03T .P T ('^ i X4 4X4 +_ c w •� tj41 Po5 T d�d _ - .. ryry�� gY II - .t .. I,{3, Il (])1 3/a'%9 1/3'LVL(F Po5 .7 PROVIDE BLOGKINS - _ .iL• I BELOW MHT LOADS - (D)41/D_AJS-D05' I� .. �I 7 BE owDORMER o '* LOWER Py u WB XJ3 lEE BELOW OIM ml N - - �,�I, 1 p LATE HEIGHT/CEILING HEIGHT � C 1]T4 �- pDST.i 1p 9' Tln P NJ ry ' 3 Ab = AT HOUSE ADDITION - la - _ Lr y _ .. .. �a (�) 3/a• cn ?all�"i<' a 1)�"VIE f P R ` t n pl. II s I STRUCTURAL DESIGN CRITERIA o � ANT. -T. - FIRST FLOOR 40 PSF LL Ila (2)4 vD AJS-D05 C 15 PSF DL IP ; � - SECOND FLOOR 30 PSF , PL PDsr 4 O P5F ATTIC/5TO. 20 PSF 10 P5F — xl LOW WALL )3X4,(EeLOW MIALLy - ROOF 30 PSF 15 P5F g') xd Poor - EXT. WALL5 15 PSF DL _ _ •16 OL. O (3)3xB OLG.JOISiS - SAImWILI cD ALONGSIDE i -m��- .. (PROD - - c _ o mOc INT. WALLS 50 P F DL KI AT INi 5 - v BLOC NG PO g'( - LOAD LOLATION ]xe FLR.JOISTI _. - DEGK5/PORCHES 60 PSF Ym m .• ���': 3n 4 X 10 P5F o3< =da - ,I%4 LVL � Pc9 mF ew mew ^ b m _ - r E%ISTINS 2%FLOOR `e_ e e` ' • _ JOISTS TO REMAIN ca rvX NOTES N ) p3T4 - ALL P05T5 @ EN05 OF BEAMS TO BE 5 � w (2) 2X4'5 UNLESS NOTED O N N - ALL WINDOW & EXTERIOR DOOR o HEADERS TO BE (2) 2X6'5 W/1/2" .2-6 Ns PLYWOOD UNLESS NOTED _ b - SECOND FLOOR JOISTS TO BED 0 vi �I z 16 of q 1/2" AJS-20'5 @ 16" u o o oL. Q O.G.UNLE55 NOTED 4 tv cn u- - ALL WALLS WITH POCKET DOORS p E r c POST POSTS • TO BE FRAMED AS 2X6 WALL C_ a•+ O O *-U 2X POST DOWN 0 16 I X - POINT LOAD(FROM ABOVE) " e``a job no. : o,o, 5 E G O N D F L O O R F RAM I N G PLAN - INTERIOR LOAD BEARING WALL date 04 Nov 2-1 SCALE! 1/4" e 1'-O' State A5 NOTED drawn KMW rev. rev.A-8 a 8 ISSUED FOR PERMITTING 3bt: 8 of to o Eo 0 - $ J. no 0 o E 0 G - e �r ? B t3)2x4 M C vJ .� pq ._____ _ ___ _ __. 2XI0 LLG..LO15T5 ' A ..e ; 312x4 Ab .1 - T-- --- --- --- --- 1 Xa • - - 2XIO as.x15T5 ab..i : •I OL. E� 2M o1515 r EI3 O I 'dr%4.1/4 LVL. , : �•� -: • ' r '' 2X10 GLb.JOISTS "• 9i � ////II�� • = =y __ _ ___ ___ ___ ___ I - - V ww �O DSO Op Oe OXIO LLG.YJ15T5 TL 2x4 GLb.JOIST$ , 2XI0 GLb.JOISTS � i - og*m V !WoL. 1 31 a,2 r• _ - - 312t4 iX4 Ila �. + .. 2%10 LLb.JCISTS 1'- __ ________. JO 4• •- w - ' - 2%10 LLb.,015T5 ' • O.. ri O (4 (2)T3/,- IIT/•Lv - (3)2%a (312X (FLUSNATGEILINS), POST STRUCTURAL OE516N CRITERIA o _ ;m e�m - FIRST FLOOR 40 P5F LL "io - -- -- _ 15 P5F ^ - SECOND FLOOR 30 P5F 10 P5F �,gama <a� - ATTIC/STO. 20 PSF ' IO P5F L j - ROOF 30 P5F 4 I 15 P5F 4�O ' EXT. WALLS 15 PSF DL C N a� - INT. WALLS 50 PSF DL 0 4' DE6K5/PORCHE5 60 PSF L. N O O PSI, m pC O N cti W c� V) - c ON r O v v NOTES Q - INTERIOR LOAD BEARING WALL job no. o 0 CEIL I N G F R A M I N G f= L O O R PLAN x - POINT LOAD(FROM ABOVE) date oq Nov 2, 5 L A L E: 1/4' e 1 -O• SCdIe AS NOTED drawn KMW rev. M. I a s A-9 ISSUED FOR PERMITTING :nt: a of 10 A a 0 M r Al ao .F -------------- ;9f' I gg c �„ a 3SYs./- • %10 O TERS Ab .. ®XI6 O TERS , Y ' • .mil vl SHAVED WVA 2X4 RAFTERS A POST. - - _ ' y _ Aual•c.2AY... 1/4'PER 12 AT FLAT ROOF - -. (REFER i0 DETAILI - . ' IF 0 6'OLiEAT ___ __ 2XI0 RAFTERS F 30XI6 RAFTERS _- cm.n --. � .� JJ G't OORMEF OILY) A O Ib'O.G.: t � br ----------------------- tv LJPICKED W BY ---- �' M BM.BELOVT - ` N • 2XID RAFTERS '� 1%10 �. 'yy' ,' to _____ d0 (—f]� �.^ ++ O Ib'OL. O •� -- 011 3, Ii v LA Mob of 0a dl ROOF PLAN 'O 50ALE, 1/5' 1'-0' - '4 '�� IO T 4a p 30X4 RAFTERS - ' Ib'OL. z' "!3/2X4 � 9� � Ib'OL. . . N 1 3/4' II •L RI MD-S rJ TON . - 016'OL.. -� 4`BXIO RAFTER$(21 3/4'%G 1 i /./.6'%%5 1/a LVL s r.RAP R 2%4 5TRUGTURAL DESIGN CRITERIA .. `a 2xI0 RAF RS :_ - . •, 4n0 4n0O "., 2x RAFTERS TO ____ •. • m MATCHEX15rNG - FIRST FLOOR 40 PSF LL PSF DL =----------- t- - SECOND FLOOR 30 PSF 10 PSF __'(9i3/4'x 11 r/H•LVL_ _' _. __ __ __ _ - _ -ayUa r- -e �a - ATTIC/STO. 20 PSF )2x - - (4) %4 (FLUSH.Ai LL6 Bfl-0MU O 'm -y = eFm oc�c+mm POST _ _ _ _ m 10 PSF aye-m<«a��r.Ea m- m - ROOF 30 PSF -------= _ e 2x10 RAFTERS ---- ------ - --- ---;�-'- ------ 15 P5F 01.OL. ,'u5 .- - cam a-- u �a mr _ _ _______________ __ ___,__ ______ __ i m n-m m n m - EXT. WALLS l5 PSF s "sL n ---- ------ �2%I2Cm'Ev- - INT.WALL5 , 50 PSF a E a _ c,2. - DECKS/PORCHES 60 PSF - _ +L'' n2'RADII51 ` +, rn --- --- --- --- --- --- 10 PSF U7 O REMA1NAirERS (n V �++ 0-0 +) I` 1� NOTES (u O c CEO • �� 0 (n e � - ALL POSTS @ EN05 OF BEAMS TO BE Q C v u- (2) 2X4'5 UNLESS NOTED N OL * 0 to r'9 0 _ - ALL WINDOW HEADERS TO BE (2) 2X6'S e P.T. W/ 1/2" PLYWOOD,UNLESS NOTED DL ��rU PDBT e•o.efts - ALL RIDGES OVER 20'-0" LONG TO BE (I) 1 3/4" X II 1/8" Q - PROVIDE 2X10 LEDGER BOARD job no. o-ro, OVERLAY FRAMING FOR RAFTER date O9 NOV 2001 R O O F F R A M I N G P L A N BEARING/SUPPORT scale As Horeb SCALE! 1/4' ••o' - ALL RAFTERS TO BE 2XI O drawn KMW 5.P.F. NO, 2 OR BETTER AT rev. I6" O.G. TYPIGAL 5PAGING rev. - INTERIOR LOAD BEARING WALL 8 - 10 A = ISSUED FOR PERMITTING sbt: 10 of 10 Qx Q C y N V p� S N F ro y s FMB T� - M � V V N �- � SLEEVE SEWER LINE WI N 10' OF WATER LINE b w/RE t FEN Ln L ' '�T NEpGF E I � I \ �'cq VWcu PLAY GYM i ` o n Z H z 1 TH L , t,,•✓ 'tea° IN —. —.—. —.—.— — —. ....... . N uLn *� O- V O. �--� BENCHMARK _�v . GONGRETE AFRO �; N oN Q� v M TO GARAGE N cn ELEV = 48.2' ,—+- C T O LOT AREA o C 0 20,551 SFP STONE PR I\/E/PARKING - - r - Job n0.: 0-70•I date 12 JULY,200-7 AREA OF .4„ DIA.'EVE r L eagle 1"=20,_0: Ila RGREENS QQn drawn --- WIRE F N _ ENGE - ISSUED FOR REVIEW A-O . . -: PM Ul MEN INS ❑ ❑ qIM ul will -----------i ___.—___:® r_r■.r_ -- .—.i "' '�";' +.r■.r� ----- err— __� ■ �rrr•s I. s� _ e _ I..I o L.I -- --—__;� I .I " �=- �_ ■ rron ■_� _ MOM mono — � s -n� - -- 0 Moll �= 1 eE �1� ■ �� ;�. ,i 0 01 �I;i _ L l LJ LJ :: �rnl� ununn..un.nn..nun. �uuumi- 1111111: �--� 1' z� l � ovON cl 1 00 o --� i PINE IIAUOR WOOD PRODUCTS its all about the wood N CI-IAT14AM LOFT SHED (Elevations - Scale: 114" = 1) LEFT d - --- REAR 20' x2 1 N ti i .FRONT FLOOR FRAMING SPECIFICATIONS {2 x d Pressure Treated @ 16" ac.� RIGHT a %w. y .....: y...z._-.h ,R,_. M1.:i ' .� ..:ll; .... fill` v ..:.,. :...• .,.. ; ,.:..e _.. .-.. .t <.A.', ..— ,y ..a =.r t' ^=-t:+S,�:' ,7 `'`."`'.• >' C'" wC .4y f2 Yl rt" 5 id -., ,. .' ii ,. ` .,. -• K } .,. �. _,:, ? "1.- :�. A` ,��:M �' T S"'' T*yt�r��'r�^,�+'a,s�,��'� '� '.?.{`^'A'•�` {� �1-•' P X � : .. :. - .'..e ..,. .. .. ;.:;2'' !,d,� •�: -;' -d-� as 1 �.: -du A "t„ ��' t'F'r X • ;: / -; .: ''' - ,;'...-.. •- -'. .:.-x" . ., ... ,,.>.M'--a ., ::.• ..., '�''•:b+'=`.+#"Go-A+ rr,�'"-°'.,��,,.+x� •,�.-e. e«"n�t�•£,>a�� , - .. k... ' . � h•:�'.�+9. ,�- -`qr hS:: Ma - ?Y Y'• xq.:' 'L -tiE !•: 4 ,bi-- � x.: s s,p 3 fir:' !f 1 4 -t Y 4 •.fFa4 "`15.. .' e=' ,twnab�:.y t [' y."•fi' Y.. r, t ` T.4 X' f^y�.4..e: "fii6 � ';' Y) �y�¢ f0 : .A ,fia- rR'.», ,. - ( ._ < 1 - }. .n.ro .r' ,k.. ,_F "'.;�;:YY -^t, V'� ® _ w;._;' - .+ I+t'd",` t'71r' '- c,. T.hx�Ns�--'"T.. ,3 �.- �WP K. FrO N, 1Af F S l .,L .,�>fid i --." .. Bv' 9.b. '., :.744'•/-(EXISnNi) :^io• t�-." `4 E-'ly X �, � ��r -'tt tl A `1i t::' [' f ��'ttL. Ld• " 3 1 Ix4 IPE DELKIN6 P ON .i.IX4 4'-0' {'-4' - f ID 3 I/1 - 5'-D I/2' 9-2 VY�: ","w± ' SSW '• "sS.^ SyY. .e « - - SLEEPERS a 12'OL.SHAVED _ _•� +��+'L.f"',•:+Ei 3 .•vs-`z T s r_. .... ON.TO I I!2• 'g ,1.fd• +' y'�'jnnF tfi PAFr¢�z w sRiex9 o c°sl'niAvm o12' r ve• tV . y •� ' - .'Y ( p 7 X� x"3•> kT- a}b* Z i F.. 4 R/•DBeTED FRAt-E5 W/fd1EBER MEMBRANE ON y, 3/4'LOX PLYW70D 21 ,. PT,TAPERED,DIST5'/- _ _ DROP TOP 2 ygryMl ( U TOTAL) ,. __ _____ _ __ _ ______ ___ _ _ ___ ' `TStl" ," P ,�. A 2X9 PT SILL W/I/2' .�ry , - ANCHOR BOLTS e 'Q __ ___ ____ IL .-I- - rl - , NCVSE ,: a � Ah � NAIMCXED FOUNDATION �.• _ F SCREEN PORLH nDrER ..� ,FLjOONEI61R).. q h "'It P r 7,+e RIM f Cr_ 2X PS f I` �� �� tI 'M. .�y V y •.A p` - 91/2i .I VS' 6'40GDOLTS1wmA �BEMt POCKET 6' (, _ E' r cn •� m . n ' r A1-Afl A __ '4'AAf A AS W:OIIIRED A _T y t - s � .+.:, - i � •- _ O X 33 9TEEL BFAM '•`. 'WI 2,STEEL BEAM B' 14'-53/4' IT'-31/4'H- HAUNCH DE t i• = 4e x<e' ' kH I scA�e,I in .r o T ALL AIL � SGRN. PORCH b LEVER y CELLAR H x�t xk s' SMOKE DETECTORS EVIEWED• NDDW ABOVE x , S , Q BASEMENT - ' •, :, , ' 6 31/4' B'-21/2' 0% �. 9-11' 13/4 4 II I/2' l O' C - ---o '_-'_ __ _ __' : *DATE �: BARNSTABLE BUILDING DEPT, - r 1p R.9•1 N�SNG } , _ q '� FIRE DEPARTMENT DATE _ B•LW WALL ^Z •{I ' ? BOTH SIGN, RMITTING , n ME .. I ml -FULL HEIICK ON CONCRETE C WALLS i0 BE t S°<oL •THI K ON]4•. LONLI2 CONCRETE • m "I Ix _____ _ 'FOOTING TOP OTTOME2 ROWS%F L • ^ I a °' n _ :.I; RE0.4R a TOP 4 BOTTOM OF WALL.(REFER o m NEIGH TO BE AFPRO%. •/- I WE•C• REFER TO - ) � ..SECTIONS FOR WAIL NEIGXTSI »3 c e'•''��as"W 12'E%TENSION , � _ _ �,__acmum_snmoN , Q N �(31I 314•X 1/2'LT`C�13) 3/4'X9 V2•ILVLi i(5)13/4'XR LVL L5 0 T—O ' -51L TO B P.T.E 2 SILLWI/2' _ ANCHOR BOLTS 0 6'-0'OZ.MIN.AND s 12' ^- ^ • Iry � - XD c i mmp - _ R5,THERE SHALL BE A MIN.OF 10'OIA.Co—TUBE _ _ _ • .. ,n FROM CORNS _ ,. 2 BOLTS PER SILL z FC TI DIA.'BIGFOOt' rm»°mr am» T ,'-1'.- r'-10 I/2'•/• T'413/4 - <: .NAREA6 BEELOW GWOOp FRR mev PORLHE5 TO -' m AVE -y.. m .-CELLAR SASHES TO 8E ANOERx r e2011 -- n i , i i ___- _T I - S 2005ERIES)RD.a 2'-a5/6'%1'-1 V4' +,•.. •- - x CELI AR SASH CENTER •W N ` - .. ♦_ OON - _ ____ ,�J- _ ANY P�t15 UMISTAND LARGRK 0 42 TO HAVE-REBAR a Q•OZ.EACH NAT (FoTING SIZES NOTED ON PLAN) i - ' - I - ,. 'OF 50IL5 2000 FSF 0 4N : EL a ______ ✓__ ______ ' �EIINGH�OPLpL'"BEARIHG CAPALItt - —V ' ^m IN WATER 1,• C.1 OR CONCRETE STRENGTH MIN FG•3ODD_-___ ___ _ __ ________ __ (A cu A PAYS 8'DN CARBON MONOXIDE ALARMS ¢ cn A.CONC.TUBE . ` • 4 3'-2/4' V-2/4• a 'ON 20'DNA.'BIGFDOT' r i�-I p FOOTING - .-. i E E MUST BE INSTALLED PER � { ' MASSACHUSETTS BUILDING CODE C— *' $ bin ru Q �y I$'-O' 79'O./-(EXISTIHb . • ®y►. IMPORTANT � o UPGRADE REQUIRED aq- l 39'0•i j -. w - . — -, job no. 0101 &� STATE BUILDING CODE REQUIRES THE UPGRADING OF date 0 Nov 2007 SMOKE DETECTORS FOR THE ENTIRE DWELLING WHEN F O.U N D A T I O N PLAN ONE OR MORE SLEEPING AREAS ARE ADDED OR CREATED. Kale AB Norco drawn KMW S C A L E S 1 1 4 1 _O - - " NOTE: A SEPARATE PERMIT IS REQUIRED FOR THE rev INSTALLATION OF SMOKE DETECTORS—THE ELECTRICAL rev. PERMIT DOES NOT SATISFY THIS REQUIREMENT. A- 1 of to ISSUED FOR PERMITTING $nt: I yy' , , n LEGEND SYSTEM PROFILE NOTES 1. DATUM IS APPROXIMATE NGVD O 100.0 PROPOSED SPOT ELEVATION TOP FNDN. AT EL. 49.2' NOT TO SCALE) ACESS COVERS TO FIN. GRADE ( ACCESS COVER TO WITHIN 3" OF FIN. GRADE ACCESS COVER (WATERTIGHT) TO (OR TO GRADE IF UNDER DRIVEWAY 2. MUNICIPAL WATER IS EXISTING 100x0 EXISTING SPOT ELEVATION /7487.0'- MINIMUM .75' OF COVER OVER PRECAST � FIN. GRADE 3. MINIMUM PIPE PITCH TO BE 1/8" PER FOGT. 2% SLOPE REQUIRED OVER SYSTEM 48 0' LQ(;�J$ 100 PROPOSED CONTOUR 2" DOUBLE WASHED PEASTONE c o a RUN PIPE LEVEL 4. DESIGN LOADING FOR ALL PRECAST UNITS TO BE AASHO o q �*46.0±' FOR FIRST 2' OR GEOTEXTILE FABRIC a - - 100 - - EXISTING CONTOUR PROPOSED 1500L H- 20, EXCEPT FOR SEPTIC TANK, WHICH IS -10 / QCb GALLON SEPTIC 44.25' 5. PIPE JOINTS TO BE MADE WATERTIGHT. scn00 44.50 TANK (H- 10 ) GAS 6" SUMP st. W EXISTING WATER LINE BAFFLE 44.09' �� 43.92 0 0 0 0 0 C7 6. CONSTRUCTION DETAILS TO BE IN ACCORDANCE WITH L'Otuit % SLOPE) 6" CRUSHED STONE OR MECHANICAL 43.74' 0 0 C7 C7 71 0 0 MASS. ENVIRONMENTAL CODE TITLE V. Bay 171 OHE EXISTING OVERHEAD ELECTRIC ( 2 71 COMPACTION. (15.221 [2]) $ 2' a a o a � � C7 C7 C7 0 7. THIS PLAN IS FOR PROPOSED WORK ONLY .AND NOT TO 4' - 41.74' BE USED FOR LOT LINE STAKING OR ANY OTHER PURPOSE. DEPTH OF FLOW = ( 1 % SLOPE) ( 1 % SLOPE) TEL SIZES: 3/4" TO 1 1/2" DOUBLE WASHED STONE LP EXISTING LEACH PIT INLET DEPTH = 10„ D' BOX (H-20) 8. PIPE FOR SEPTIC SYSTEM TO SCH. 40-4 PVC. O (5) 500 GAL. CHAMBERS (H-2O) o OUTLET DEPTH = 14„ 9. COMPONENTS NOT TO BE BACKFILLED OR CONCEALED o WITHOUT INSPECTION BY BOARD OF HEALTH AND PERMISSION FOUNDATION 74' SEPTIC TANK 16' D' BOX 20' LEACHING 5.44' OBTAINED FROM BOARD OF HEALTH. LOCUS MAP FACILITY 10. CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING SCALE: 1" = 2,000't DIGSAFE (1-888-344-7233) AND VERIFYING THE LOCATION OF ALL UNDERGROUND & OVERHEAD UTILITIES PRIOR TO ASSESSORS MAP 20 PARCEL 86 *THE INSTALLER SHALL VERIFY THE COMMENCEMENT OF WORK. BOTTOM TH-2 EL. 36.3' LOCUS IS WITHIN AP OVERLAY DISTRICT LOCATIONS OF ALL UTILITIES AND ALL BUILDING SEWER OUTLETS AND ELEVATIONS 11. EXISTING LEACHING FACILITY SHALL BE PUMPED AND AS LOCUS IS WITHIN FEMA FLOOD ZONE " ZONING SUMMARY PRIOR TO INSTALLING ANY PORTION OF REMOVED OR PUMPED AND FILLED WITH CLEAN SAND. DATEDO UL WN 0 2,COMMUNITY PANEL #250001 0021 D SEPTIC SYSTEM ZONING DISTRICT: RF 12. ANY UNSUITABLE MATERIAL ENCOUNTERED SHALL BE REMOVED 5' BENEATH AND AROUND THE PROPOSED MIN. LOT SIZE 43,560 S.F. LEACHING FACILITY (SEE SOIL LOGS). MIN. LOT FRONTAGE 150' MIN. LOT WIDTH N/A MIN. FRONT SETBACK 30' MIN. SIDE SETBACK 15' TEST HOLE LOGS MIN. REAR SETBACK 15' MAX. BUILDING HEIGHT 30' ENGINEER: DAVID FLAHERTY, R.S. WITNESS: DON DESMARAIS, R.S. SYSTEM DESIGN. DATE: NOVEMBER 27, 2006 PERC. RATE _ < 2 MIN INCH GARBAGE DISPOSER IS NOT ALLOWED 11525 CLASS 1 SOILS P# DESIGN FLOW: 5 BEDROOMS ( 110 GPD) = 550 GPD ELEV' „ ELEV. 4 ELEV. „ '4 ELEV. � &0USE A 550 GPD DESIGN FLOW O `1%-' 48.2 p z 48.3' p s 48.3' p 4 48.5' H ,� OO SEPTIC TANK: 550 GPD ( 2 ) = 1100 D FILL FILL FILL FILL ' ,F R GF cc USE A 1500 GALLON SEPTIC TANK ,� 7 47.6 7 47.7 7 47.7' 7 47.9 �� � _ LEACHING: A/E A/E A/E A/E / _ WATERLINE TO BE _z_ RE-ROUTED GREATER THAN 2(47.5 + 10.83) 2 (.74) - \ � - 172 LS LS LS LS X - 47_" 10' FROM SAS IF RESERVE 10YR 311 10YR 311 10YR 3/1 -X _ - \ SIDES: 1 1OYR 3 1 12 47.-z O 2 47.5 UTILIZED �" / 47.4' " Z' / 47.5' , " SLEEVE SEWER LINE �, -__ �� , ` ` �-�' 47.5 x 10.83 (.74) = 380 Wiirii. vY O O 8� I - \ BOTTOM: WATER LINE / m /C} AF �E� B B B B / h' HEDDE LS LS LS LS TOTAL: 747 S.F. 552 GPD NOTE: SEPTIC TANK ISsr• 10YR 6/6 10YR 6/6 10YR 6/6 ,1 10YR 6/6 NOT DESIGNED FOR �'47- / ' USE (5) 500 GAL. LEACHING CHAMBERS (ACME OR 38 45.0 30" 45.8' 38" 45.1 ' 30 46.0 VEHICLE LOADING / / - , im I Y i GYMY/`` /� �� = I� Z C.O. EQUAL) WITH 3' STONE AT SIDES AND 2.5' AT ENDS PERC C C PERC C C j - EXISTING / LOT AREA �, I. rn MS MS MS MS DWELLING 20,351 SFf I 10YR 7/4 10YR 7/4 10YR 7/4 10YR 7/4 \ PT OP BRICK FNDN N I i col' '=\' -- -48- ELEV = 49.2' 30.6 I ~ �} 31.0' 129" 37.4' 144" 36.3' 126" 37.8' 144" 36.5' O29.5' I i O O .� ` J ��0,• •i; : � - _ - 232_ - N.B. NO GROUNDWATER ENCOUNTERED : . T TH-1 , I 0 MA A BURIED WATER TANK WAS PROP. APPROVED DATE BOARD OF HEALTH FOUND ON ONE SIDE OF TH-1 . ADD'NS./ALTERATIONS I 5 REMOVAL OF ALL DEBRIS ��t '' DRIVE. TO BE/ i (ON NEW FNDN.) MUST BE DONE AROUND AND REMOVED , I BENEATH WHEREVER FILL IS oho \ ENCOUNTERED PROP. SHED (ON SONO / � � 0 - � , TITLE 5 SITE PLAN 0 TUBES) 99.76' OF 141 SCHOOL ST. PROP. 12' x 20' SHED � (COTUIT) BARNSTABLE, MA �\ Q0 U' PREPARED FOR GRAHAM & LESLIE SILLIMAN STONE - - - - _ - DRIVE/PARKING , _ 99.25' _ DATE: DECEMBER 1 , 2006 AREA OF 4" DIA. - - - - - x - - - - - - - REV OCT 2, 2007 (SHEDS, MOVE SAS) EVERG EE - - _ - - - - - - - - - - - _ - _ _ _ _. � REV OCT 18, 2007 (DWELL. ALTERATIONS) WIRE FENCE - - - - - ---_____._ - - - - - - - - - - - - - Q.� Scale: 1 "= 20' 0 10 20 30 40 50 FEET off 508-362-4541 fax 508 362-9880 ��,OFMgS down cope er gir eerir g, it c. AR H OJALA yG� ��F MgScy Cl VIL ENGINEERS CIVIL OJA LAND SURVEYORS �v �67 o P P �Y `, 9�39 mMaim Street - Y,gRMOU THPOR T, MASS. DAT � LICE ##06-281 • '4 .:, , < $ 06-281 SILLIMAN.DWG (DDF) 0 � 197 ii NOTES LEGEND SYSTEM PROFILE - 1. DATUM IS APPROXIMATE NGVD O 100.0 PROPOSED SPOT ELEVATION TOP FNDN. AT EL. 49.2' NOT To SCALE) ACCESS COVERS TO FIN. GRADE ( ACCESS COVER TO WITHIN 3" OF N. GRADE ACCESS COVER (WATERTIGHT) TO (OR TO GRADE IF UNDER DRIVEWAY 2. MUNICIPAL WATER IS EXISTING /r7- 100x0 XISTING SPOT ELEVATION E 48.0' MINIMUM .75' OF COVER OVER PRECAST FIN. GRADE 2% SLOPE REQUIRED OVER SYSTEM 48.0' 3. MINIMUM PIPE PITCH TO BE 1/8" PR FOOT. LOW o 100 PROPOSED CONTOUR 7. RUN PIPE LEVEL 2" DOUBLE WASHED PEASTONE 4. DESIGN LOADING FOR ALL PRECAST JNITS TO BE AASHO 4 a� *46.0t' FOR FIRST 2' OR GEOTEXTILE FABRIC H- 20, EXCEPT FOR SEPTIC TANK, WHIM IS H-10 - - 100 - - EXISTING CONTOUR PROPOSED 1500 GALLON SEPTIC 5. PIPE JOINTS TO BE MADE WATERTIGIT. 4Schoo St. o 4GAS CU l� 44.50' _ TANK (H- 10 ) G,qS j6jS4UMPW EXISTING WATER LINE BAFFLE � 43.92' 6. CONSTRUCTION DETAILS TO BE IN ACCORDANCE WITH 44.09 p p p 0 O p p 0 0 og MASS. ENVIRONMENTAL CODE TITLE V. 2 1743.74 pppp p pppp Bay OHE EXISTING OVERHEAD ELECTRIC ( % SLOPE) _6" CRUSHED STONE OR MECHANICAL pppp p p p p p ) 2' pppp p p pl p p � 7. THIS PLAN IS FOR PROPOSED WORK 'JNLY AND NOT. TO .74 BE USED FOR LOT LINE STAKING OR AN' OTHER PURPOSE. DEPTH OF FLOW = 4 COMPACTION. (15.221 [2] $ 0 41 ( 1 % SLOPE) ( 1 % SLOPE) » �B%ff TEE SIZES: 3/4" TO 1 1/2" DOUBLE WASHED STONE 8. PIPE FOR SEPTIC SYSTEM TO SCH. 4�4 PVC. 3 ��10/ INLET DEPTH = 10„ D' BOX (H-20) �- J- LP EXISTING LEACH PIT OUTLET DEPTH = 14" (5) 500 GAL. CHAMBERS (H-20) 9. COMPONENTS NOT TO BE BACKFILLED OR CONCEALED O WITHOUT INSPECTION BY BOARD OF HEALTH AND PERMISSION FOUNDATION- 74' SEPTIC TANK 16' D' BOX 20' LEACHING 5.44' OBTAINED FROM BOARD OF HEALTH. LOCUS MAP FACILITY 10. CONTRACTOR SHALL BE RESPONSIBLE FOR. CALLING SCALE: 1" = 2,000't DIGSAFE (1-888-344-7233) AND VERIFING THE LOCATION j OF ALL UNDERGROUND & OVERHEAD UTILITIES PRIOR TO ASSESSORS MAP 20 PARCEL 86 *THE INSTALLER SHALL VERIFY THE COMMENCEMENT OF WORK. LOCUS IS WITHIN AP OVERLAY DISTRICT �� LOCATIONS OF ALL UTILITIES AND ALL BOTTOM TH-2 EL. 36.3' LOCUS IS WITHIN FEMA FLOOD ZONE C BUILDING SEWER OUTLETS AND ELEVATIONS 11. EXISTING LEACHING FACILITY SHALL BE PUMPED AND AS SHOWN ON COMMUNITY PANEL #250001 0021 D ZONING SUMMARY PRIOR TO INSTALLING ANY PORTION OF REMOVED OR PUMPED AND FILLED WITH CLEAN SAND. DATED JULY 2, 1992 SEPTIC SYSTEM 12. ANY UNSUITABLE MATERIAL ENCOUNTERED SHALL BE ZONING DISTRICT: RF REMOVED 5' BENEATH AND AROUND THE PROPOSED j MIN. LOT SIZE 43,560 S.F. LEACHING FACILITY (SEE SOIL LOGS). MIN. LOT FRONTAGE 150' MIN. LOT WIDTH N/A MIN. FRONT SETBACK 30' TEST HOLE ., LOGS MIN. SIDE SETBACK 15' MIN. REAR SETBACK 15' BUILDING HEIGHT 30' MAX. BU DAVID FLAHERTY, R.S. ENGINEER: WITNESS: DON DESMARAIS, R.S. SYSTEM DESIGN. DATE: NOVEMBER 27, 2006 MIN 2< INCH PERC. RATE _ / GARBAGE DISPOSER IS NOT ALLOWED 11525 CLASS 1 SOILS P# DESIGN FLOW: 5 BEDROOMS ( 110 6PD) = 550 GPD USE A 550 GPD DESIGN FLOW n ELF n ELEV. IT ELEV. � ELEV. \ S� Off -' 48.2 0» 48.3 O» 48.3 0 `�%-' 48.5 OO SEPTIC TANK: 550 GPD ( 2 ) = 1100 \pq ` S FILL FILL FILL FILL �0 46> FMFNT �� USE A 1500 GALLON SEPTIC TANK 47.6 7 47.7 7 47.7 7 47.9 �� 7ff ff f ff " �(6 \\ G \\ , \ LEACHING: A/E A/E A/E A/E WATERLINE TO BE 47,E\ RE-ROUTED GREATER THAN 2(47.5 + 10.83) 2 (.74) = 172 LS LS LS LS ' - 10 FROM SAS IF RESERVE 1 OYR 3/1 X _ - _ \ \\ UTIUZEp SIDES: 10„ 10YR 3/1 47.4' ff 10YR 3/1 1 OYR 3/1 12" 47.5' 12 47.3 10 47.5 SLEEVE SEWER LINE ` ._ WITHIN 10' OF �� ) - _ __ 47.5 x 10.83 (.74 380 - _ _. -- - WATER LINE m /�8 f / / A 7� E� \` BOTTOM: B B - - B B r r HEDGE ' �• / / / / .-��os' \ TOTAL: 747 S.F. 552 GPD LS LS LS LS NOTE: SEPTIC TANK IS 47 / r r I 1OYR 6/6 45.0' ff 1OYR 6/6 1OYR 6/6 45 1' » 1OYR 6/6 , NOT DESIGNED FOR O I } 38 30 45.8 38 30 46.0 / USE (5) 500 GAL. LEACHING CHAMBERS (ACME OR VEHICLE LOADING / 2 r I I s• Q -i I EQUAL WITH 3' STONE AT SIDES AND 2.5' AT ENDS PERC PERC C C PLAY J 17 / �/ _r I Z ) C C GYM r I m MS MS MS MS C.O. EXISTING / LOT AREA / m I 10YR 7/4 10YR 7/4 10YR 7/4 10YR 7/4 �R� DWELLING r 20,351 SFf I OP BRICK FNDN / N I -48 ELEV = 49.2' N 1191 , �� I II O 144 3603' 26 37.8' 144 . 36.5 29.5' ,��1.' .�� •. - - _ � ROOM ON � N.B. � NO GROUNDWATER ENCOUNTERED TH-1 - _ - -I POSTS I C7 MA A BURIED HATER TANK WAS TH RE-LOCATED)/ TO BE ' APPROVED DATE BOARD OF HEALTH ' FOUND ON ONE SIDE OF I 5' REMOVAL. OF ALL DEBRIS fib DRIVE. TO 8E/ BENEATH WHEREVER MUST E DONEUFILDL ISD REMOVED r I �� o o I E PLAN ENCOUNTERED .• o ,_ _ _ �� ITITLEIT RE-LOCATED ROOM (ON r/ 0 S 1 "� - SONO TUBES) O.J.0 .'S�• / / / 99.76' I OF / I BENCHMARK 141 SCHOOL ST. PROP. 12' x 20' SHED I CONCRETE APRON _ TO GARAGE (COTUIT) BARNSTABLE, MA �_=• � �/ \\\ •� ELEV = 48.2' _ PREPARED FOR -�- GRAHAM SILLIMAN STONE DRIVE/PARKING _ 99.25' _---_- DATE: DECEMBER 1 , 2006 _ - REV OCT 2, 2007 (SHEDS, MOVE SAS) AREA OF 4" p�q VERG EE - - - _. X - - '- - - - - - - - - - - - - - - --� X Scale: 1"= 20' X 222.98 - - - - _ _ _ - - - N WIRE FENCE - _ _ _ - - - - - - - - - - - - - Q � 0 10 20 30 40 50 FEET off 508-362-4541 fax 508 362-9880 4 do wry cope erg giro e erin g, In c. V\A OF MASS ��cH OF MgSS moo`' ARNE GN �o`'� AR E H. 9°sc�, Cl VIL ENGINEERS H J LA I AND SUR VE YORS U N . 3 ' �� 939 Maim Street - YARMOU THPOR T, MASS. /^��t �+ / �o ARN cs ., P.L.S. �l�li #OV-�B / 9N�SURVE NAL E� 06-281 SILLIMAN.DWG (DDF) I '•