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Home My WebLink About0234 VINEYARD ROAD 0�3 LY Vine& �'c1 •- 40, Z30 4o: 2 !��4 u Town of Barnstable Building `Department - 200 Main Street BARNSTABLE, * Hyannis, MA 02 601 9 MASS (508) 1639. 862-4038 �� Argo nna'�°` Certificate of Occupancy Application Number: 200705962 CO Number: 20080335 Parcel ID 015006 CO Issue Date: 06109/09 Location: 234 VINEYARD ROAD Zoning Classification: RESIDENCE F DISTRICT Proposed Use: SINGLE FAMILY HOME Village: COTUIT Gen Contractor: ROGERS AND MARNEY Permit,Type: RC00 CERTIFICATE OF OCCUPANCY RES Comments: Building Department Signature Date Signed TOWN OF BARNSTABLE. i3uildin o . g -Application Ref: 200705962* BARNSTASLE, Issue Date: 10/16/07 • Permit 9 MASS. Qp i639• Applicant: ROGERS AND MARNEY Permit Number: B 20072529 ArFO �p, Proposed Use: Expiration Date: 04/14/08 Location 24VINEYARD ROAD Zoning District RF Permit Type: NEW SINGLE FAMILY HOME Map Parcel 015006 Permit Fee$ 3,485.00 Contractor ROGERS AND MARNEY Village COTUIT App Fee$ 100.00 License Num 016174 - Est Construction Cost$ 850,000 " Remarks APPROVED PLANS MUST BE RETAINED ON JOB AND NEW 5 BEDROOM SINGLE FAMILY HOME THIS CARD MUST BE KEPT POSTED UNTIL FINAL INSPECTION HAS BEEN MADE. WHERE A CERTIFICATE OF OCCUPANCY IS REQUIRED,SUCH Owner on Record: LLOYD, H GATES 81 WILLIAM W TRS BUILDING SHALL NOT BE OCCUPIED UNTIL A FINAL Address: C/O WINGATE LLOYD INSPECTION HAS BEEN MADE. 4500 CATHEDRAL AVE, N.W. WASINGTON, DC 20016 Application Entered by: RM Building Permit Issued By: THIS PERMIT CONVEYS NO RIGHT TO OCCUPY ANY STREET;ALLY OR SIDEWALK OR ANY PART THEREOF;`EITHER TEMPORARILY OR PERMANENTLY. ENCROACHEMENTS ON PUBLIC PROPERTY,NOT,SPECIFICALLY PERMITTED UNDER THE BUILDING CODE,MUST BE APPROVED BY.THE JURISDICTION. STREET ORALLY GRADES AS WELL AS DEPTH AND LOCATION OF PUBLIC SEWERS MAY BE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS.. THE ISSUANCE OF THIS PERMIT,DOES.NOT RELEASE THE APPLICANT FROM'THE CONDITIONS OF.ANY APPLICABLE SUBDIVISION RESTRICTIONS MINIMUM OF FOUR CALL INSPECTIONS REQUIRED FOR ALL CONTSTRUCTION WORK: 1.FOUNDATION OR FOOTINGS. 2.ALL FIREPLACES MUST BE INSPECTED AT THE THROAT LEVEL BEFORE FIRST FLUE LINING IS INSTALLED. =.WIRING&PLUMBING INSPECTIONS TO BE COMPLETED PRIOR TO FRAME INSPECTION. 4.PRIOR TO COVERING STRUCTURAL MEMBERS(READY TO LATH). 5.INSULATION. 6.FINAL INSPECTION BEFORE OCCUPANCY. WHERE APPLICABLE,SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL,PLUMBING AND MECHANICAL INSTALLATIONS. WORK SHALL NOT PROCEED UNTIL THE INSPECTOR HAS APPROVED THE VARIOUS STAGES OF.CONSTRUCTION. PERMIT WILL BECOME NULL AND VOID IF CONSTRUCTION WORK IS NOT STARTED WITHIN SIX MONTHS OF DATE THE PERMIT IS ISSUED AS NOTED ABOVE. l e PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS DO NOT HAVE ACCESS TO GUARANTY FUND(as setforth in MGL c.142A). BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS C jr 2 /3/ivS c Iv l�tloS' x XA� 2 �n,a Z 'l£s 2�'v i6! L 43 3 1 Heating Inspection Approvals Engineering Dept Fire D t C1 2 -.F h Z lr,-q-9 Board of Health l b CMG 'j� 4 1 ,ME. Town of Barnstable o� • BARNSTABLE.p• Regulatory Services 9 MASS. 0 ,b,q. Building Division �p�FD MAC a• . 200 Main Street, Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Inspection Correction Notice Type of Inspection Location Z 3 q UfheUcu.cA- d C-C-1 Permit Number Owner Builder One notice to remain on job site, one notice on file in Building Department. The following items need correcting: 7'� OL`J 0�Nee& -/ 4 C-t xV G C"J �i art &0&e4�� rp,,!2A 5k c-4-re ,✓ e� �/ o Liss1GL�� `N C � lir�z- � 4f7i2Cs o°�r�S' �u- u J tA9 naW Y2 1A , Please call: 508-862-4 for re-inspection. Inspected by Date oR , TOWN OF BARNSTABLE Building Department - Foundation Permit Date 10116 07 Permit # Z 007 Name L /DVC1 Locatiow",240 , vwcpw-yj� sp. of Bldgs. Parcel Detail Page 1 of 5 ,it �� z w5 Y L qJ� 5 ..._...w ,I!r..r._"_+ar.--A—.:ten.....c. .� .�, i.✓ �" n: Logged In As: Parcel Detail Friday, M< Parcel Lookup Parcel Info Parcel ID 015-006 Developer LOT 64 Lot Location 234 VINEYARD ROADMm I Pri Frontage 152 Sec Road!Unassigned Road Index I Sec! Frontage Village 1COTUIT I Fire District JCOTUIT __. _..... _._.___ . _. ____.__ -_.... Sewer Acct I Road Index 11765 �,tas arsm� Asbuilt Septic Scan: Interactive' 015006 1 Map Owner Info _ _.. .... .__....._ _.._-.__ . _.._. _ ___ _ _ __ _ _ __ _._ Owner LLOYD, H GATES &.WILLIAM W TRS Co-owner VINEYARD ROAD HERITAGE TRUS StreetlC/O LLOYD, WILLIAM W Street2 i3468 NATIONS RD City J GENESEO state NY zip I1 4454� Country Land Info Acres 2.01 use Single Fam MDL-01 I zoning 'RF Nghbd ,0119 Topograpny[Level , RoadUnpaved Utilities Public Water,Gas,Septic I Location Excel View Construction Info Building 1 of 1 Year j2007 Roof iGambrel - Ext Wood Shingle Built Struct Wall, Effect 5738 _ Roof l—'---GIs/Cmp I AC j None Area Cover Type- Style lColonial _ .I wau'Drywallry µ _. _I RoomsBed Bedrooms I Int s `I Bath Model i Residential 3 Full + 2H I Floor' Rooms Grade Custom �L Type?Hot Air .I Rooms http://issql/intranet/propdata/ParcelDetail.aspx?ID=453 5/29/2009 Parcel Detail Page 2 of 5 wol ci h j 6 3 Heat-..� .._.___.._ - ...._._.-.. Found- Stories Oil Poured Conc. Fuel ation Permit History Issue Date Purpose Permit# Amount Insp Date Comments 05/02/2008 Demolish 200802399 $850,000 DEMO/REB 10/26/2007 Dwelling 200705962 $850,000 04/28/2008 00:00:00 CB 07/01/2002 Out Building 62083 $15,000 03/20/2003 00:00:00 MOVE SHE 06/05/2002 Demolish 61623 $1,000 03/20/2004 00:00:00 Visit History Date Who Purpose 04/22/2009 00:00:00 Karen Perry In Office Review 03/26/2009 00:00:00 Jeff Rudziak ATB Decision 03/24/2009 00:00:00 Karen Perry In Office Review 03/17/2009 00:00:00 Jeff Rudziak Abatement Review 01/13/2009 00:00:00 Mike Keating New Construction 09/17/2008 00:00:00 Denise Radley In Office Review 06/24/2008 00:00:00 John Greene In Office Review 05/21/2008 00:00:00 Mike Keating Call Back Next 05/21/2008 00:00:00 John Greene Permit/Hold as NewGrth 04/30/2008 00:00:00 Jeff Rudziak Call Back Next 04/24/2008 00:00:00 Jeff Rudziak ATB Review 03/05/2008 00:00:00 Jeff Rudziak Abatement Review 07/27/2007 00:00:00 Jeannette Kirwan Change of Address 07/10/2007 00:00:00 Jeff Rudziak Abatement Review 08/01/2006 00:00:00 Jason Streebel In Office Review 05/01/2006 00:00:00 Gary Brennan Outbuilding Insp Only 02/09/2005 00:00:00 Paul Talbot Drive by inspection only 02/09/2005 00:00:00 Paul Talbot Drive by inspection only 03/20/2003 00:00:00 Martin Flynn Meas/Listed-Interior Access 03/20/2003 00:00:00 Martin Flynn Meas/Listed-Interior Access 04/03/2000 00:00:00 Paul Talbot Meas/Listed-Interior Access http://issql/intranet/propdata/ParcelDetail.aspx?ID=453 5/29/2009 " &Alik �00nku NET t ON(- V-RPr M£-� - ,:: •,..,.,:4 ;�i,,,+ .: 'h.< i' .,.�' -emu y"mot.i'i ^�* ...,. ;-7:- Y". .. -:3 TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION, oo- Ma Parcel Ob�o „A ; , Application, : W Health Division Date Issued �� :ZP d� Conservation Division ;~; Application Fee (J Tax Collector : Permit Fee N d 8D Treasurer Planning Dept. r Date Definitive Plan Approved by Planning Board Historic-OKH Preservation/Hyannis Project Street Address �� V w1rEYAfLo R�. Village a cy" T EYARA ko. ""tT ^41C TAUST Owner U. + U�%%UuaK 0. LL04b . -rRs_ Address unt P�zTs��-J�cTn� cts Prrr3Fo1�0, W 14 C34 Telephone 'S08 428 - 211 Permit Request E AQfAQ Square feet: 1 st floor:existing proposed 2,ow, 2nd floor:existing proposed. If.*3q. Total new V iS7 Zoning District Flood Plain Groundwater Overlay Project Valuation Wo,000, Construction Type wood Lot Size 2.01 A C*_ZS Grandfathered: ❑Yes ❑No If yes, attach supporting documentation. Dwelling Type: Single Family Id Two Family ❑ Multi-Family(#units) Age of Existing Structure Historic House: ❑Yes III No On Old King's Highway: ❑Yes W No Basement Type: bd Full ❑Crawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) 1 9 I!z Number of Baths: Full:existing — new 3 Half:existing — new 2 Number of Bedrooms: existing — new S Total Room Count(not including baths):existing new l l First Floor Room Count 7 Heat Type and Fuel: ❑Gas 9 Oil ❑Electric ❑Other Central Air: ®Yes ❑No Fireplaces: Existing Newer Existing wood/coal stove: ❑Yes ®No Detached garage:❑existing 14 new size 1(p Pool:❑existing ❑new size Barn:❑existing/ ❑new size Attached garage:❑existing ❑new size Shed:❑existing ❑new size Other: Zoning Board of Appeals Authorization,_q__Appeal#—- - - ----- -—Recorded❑ f Commercial ❑Yes ❑No If yes, site plan review# � c: Current Use Proposed Use BUILDER INFORMATION Irk) ! Irk) CAI Na91e ROGftS -t MPk2t.le►4 . ►tac_ Telephone Number Sol 4 4 -`o 6 Address 4%4 S w. TSyM/L Lh. License# C S 016%17 } ry A. 02.655 Home Improvement Contractor# 1150%74 Worker's Compensation# %oe- ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO V4 t � SIGNATURE C DATE FOR OFFICIAL USE ONLY •:• =�N# )UED r MAP/PARCEL N0. ADDRESS VILLAGE OWNER DATE OF INSPECTION: n FOUNDATION oRow �Rf� So1�10 �7 S . FRAME A6*0 6t/x oexwgf: Wgdi6 INSULATION FIREPLACE aC.E{ ► 6 R �� to ELECTRICAL, ROUGH FINAL: .. PLUMBING: ROUGH FINAL: GAS: ROUGH FINAL': / FINAL BUILDING DATE CLOSED OUT Ar ASSOCIATION PLAN NO. F x lk t- i. 1 TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map_Z6� Parcel a lU Permit# Health Division /-� /` Date Issued c� Conservation Division s� T,�ad Dip C ��°ems Application Fee Ti Tax Collector Permit Fee �eA �0 Treasurer IC L D Planning Dept. Date Definitive PI A roved by Planning Board 1 Historic-OKH Preservation/Hyannis Y e Project StreetZdress � Ale (v Ga7—L l� Village C'UTU I� Owner 46�s rl?re of A) GArE s l 1-0 y,o Jam. Address ysoo /avrivw e /V I✓ Telephone a00 - $3s - c/Y95' W/JSHr�G7oa /J, C. �p0/6 Permit Request :Jem o L l S ZX/S. //V6? 5, 7, o (S E' A7%,,�Clyep � �> Square feet: 1 st 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 ca Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) i Number of Baths: Full: existing new Half:existing i neW ;dumber of Bedrooms: existing new y_J Total Room Count(not including baths):existing new First Floor RoomFE unt :9 ' o Heat Type and Fuel: El Gas Gas ❑Oil Electric ❑Other -- Central Air: ❑Yes ❑No Fireplaces: Existing New Existing wood/coal st ve: ❑Yes ❑No Detached garage:❑existing ❑new size Pool: Cl existing ❑new size Barn:Cl 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 BUILDER INFORMATION Name COSr-c' LLo f)ISmA.vfLLAJG Co. -l.tic. Telephone Number 50E-_9c/6 - 099'0 Address 0 2ccr 4 Gu7rr,-, Sr, License# f i 1'00Lr 110m MA. Home Improvement Contractor# Worker's Compensation# W C 6 `I 8'-I 31 ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BETAKEN TO SIGNATURE ' DATE �,_ FOR OFFICIAL USE ONLY 1 PERMIT NO. DATE'ISSUED ; = r f MAP/PARCEL NO: ADDRESS :VILLAGE OWNER DATE OF INSPECTION: FOUNDATION, - FRAME INSULATION FIREPLACE r ELECTRICAL:' r- ROUGH FINAL PLUMBING: ROUGH •r r FINAL GAS: ROUGH FINAL ' FINAL BUILDING ' DATE CLOSED OUT ASSOCIATION PLAN..NO. f TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map Parcel O - Permit# Health Division (� C/ L�- Date Issued 2 f0 Conservation Division l Z� l- Application Fee Tax Collector ��L Permit Fee - Treasurer �f2. ��aCPL0 `z Planning Dept.— Date Definitive Plan Approved by Planning Board /v ' Historic-OKH Preservation/Hyannis Project Street Ada4rZ-5� V� 11-LAQ16 Rd . Village C of v �' Owner GS fate r 6a_-k,2s L Address Dc�,e Telephone 102 fin' Egg Permit Request 2 2 h rn W ca r o�C 2 3-a.c.rp- pax-cal 4E easy e-f-\A X 3 3 Square feet: 1 st floor: existing -137 proposed d floor: existing - proposed — Total new Zoning District Flood Plain Groundwater Overlay Project Valuation oc;>0 Construction Type Lot Size 23, 2 acrc S Grandfathered: ❑Yes ❑No If yes, attach supporting documentation. Dwelling Type: Single Family ❑ Two Family ❑ Multi-Family(#units) t Age of'Existing Structure Z Historic House: ❑Yes �(No On Old King's Highway: ❑Yes Ro z` :v co Basement Type: ❑ Full ❑Crawl ❑Walkout ❑Other N 5, o Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) Number of Baths: Full: existing n c>r12 new — Half: existing new cn Numberof Bedrooms: existing fine_ new — Total Room Count(not including baths): existing new — First Floor Room Count Heat Type and Fuel: ❑Gas ❑Oil ❑ Electric AOther Y)o V,%e- non Central Air: ❑Yes No Fireplaces: Existing 1;!;y tew Existing wood/coal stove: ❑Yes ANo Detached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑existing ❑new size Attached garage:❑existing ❑new size (9*existing ❑new size 7 1 1 Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ Commercial ❑Yes j No If yes, site plan review# Current Use Proposed Use Q - 'v BUILD R INFORMATION Name / Telephone Number Address G ` License# Home Improvement Contractor# ,l 26 Worker's Compensation# ' `„��-��TO Z ALL CONSTRUCTION DEBRIS RE NG FROM THIS PROJECT WILL BE TAKEN TO SIGNATURE DATE -� �� V4, �Z- FOR OFFICIAL USE ONLY PERMIT NO. DATE ISSUED *fMAP/PARCEL NO. i ADDRESS VILLAGE -, OWNER r . DATE OF INSPECTION: i FOUNDATION ti FRAME INSULATION FIREPLACE f ELECTRICAL: ROUGH FINAL = t PLUMBING: ROUGH FINAL F - GAS: ROUGH FINAL FINAL BUILDING DATE CLOSED OUT a t i _ I ASSOCIATIONfPLAN NO. 1_ — The Commonwealth of Massachusetts Department of Industrial Accidents oxce 011nestigatf9fts 600 Washington Street Boston,Mass. 02111 A Workers' Compensation Insurance Affidavit am name: location: city vhone# ❑ I am a omeowner performing all work myself. ❑ I anfa sole parietor and have no one workii in capacity17 I am an employer rovi ' g worke s' co ensati fo my employee working on this job. : :rom an.:.name>::::::::::::<::<::<::<::::}-.;•:}>:�.:::<::.:.. ':• ..:::::::..:; ::.'>�..-::: ..;. .................... . ....:........:::::... • . . . <::::::<:' .. 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As quoted from the"law", an employee is.defined as every person in the service of another under any contract of hire,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 ry e house or on the O* or persons to do maintenance construction or repair work on such dwelling ous gr,_ another who employs, � eP .,... p . building appurtenant thereto shall not because of such employment be deemed to be an employer. MGL chapter 152 section 25 also states that every state or local licensing agency-shall withhold the issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for.any applicant who has not produced acceptable evidence of compliance with the insurance coverage required. Additionally,neither the' commonwealth•nor•any of its political subdivisions shall enter into any contract for the performance of public work until acceptable evidence of compliance with`the insurance requirements of this chapter have been presented to the contracting authority. Applicants Please fill in the workers' compensation affidavit completely,by checking.the box that applies to your situatioii'and supplying company names,address and phone numbers along with a certificate of insurance as all affidavits 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 callthe Department at the number listed below:. City or.Towns 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 m the permitJhcense number which willbe used as a reference number. The affidavits may lie'r t�? D artineiit , the s ' .., . .... . � -.ep y mail or FAX unless other arrangements have been made: The Office of Investigations would like to thank you in advance foi you cooperation and should you have anyquestions, . Please do not hesitate to give us a call. ro The Department s address,telephone and fax number: The'Commonwealth Of Massachusetts Department of Industrial Accidents Office of Investigations 600 Washington Street #: Boston,Ma. 02111 fax#: (617)727-7749 phone#: (617) 727-4900 ext. 406, 409 or 375 • 1 . 'oft►,E r Town of Barnstable Regulatory Services y MAW. Thomas F.Geiler,Director �p 1639. 10 Building Division Tom Perry;Building Commissioner 200 Main Street, Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Permit no. Date AFFIDAVIT HOME IMPROVEMENT 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,with certain exceptions,along with other requirements. Type of Work: �,1 oCa3n p t\ syle4A Estimated Cost Address of Work:_- 2.5 0 V l n euc" (RA Owner's Name: Date of Application: 60- t$ -p2 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 hereby 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 agent of the du,o�cry� az l Date Co tractor Name Registration No. OR Date Owner' e Q: n-whomeaffidav � � �p�e RI•tt�ate'�orput�tio Mk.L , •':1. Bf?6 �G 64it t1itLR.i � � A EA BOARD-OF BUILDING REGULATIONS License: CONSTRUCTION SUPERVISOR Number-,CS 016161 ' � � ��! B►rthdaYe,09E29/1945 ' Expires 09i19/2003 Tr.no. .4330E Restrncfed M. i� ROBF.RT F FfAYDEN�? 60 CIIEOH R' COTUtT MW:02635 <` z Administrator 1 Holly Lloyd 11 Monticello Ave. Piedmont, CA 94611 f l� Home: 510-652-2673 Work: 510-752-3229 Fax: 510-652-2674 Cell: 510-326-6747 g� holly@pixar.com June 25,2002 Town of Barnstable Regulatory Services Thomas Geiler,Director Tom Perry,Building Commissioner Building Division 200 Main Street Hyannis, MA 02601 Dear Mr. Geiler and Mr. Perry, I am writing to apply for a building permit to relocate a large shed on my family's property in Cotuit atVineyard Rd. There will be no septic system or electricity in the building, so this application is only for the foundation. The foundation site is outside the 100' conservation line and has no geophysical zoning issues. Enclosed please find two copies of a plot plan by Baxter,Nye &Holmgren showing the site, the original location of the building (which was part of a larger house that has been demolished), and our proposed new location. Also enclosed is a plan sketch of the building,as well as the building application fee of$200. The remainder of the paperwork for the application will be submitted in the next few days by the contractor we have retained for this job, Mr. Bob Hayden. If you have any questions at all,please don't hesitate to call me at the numbers above. Thank you very much for your time. Sincerely, Holly Lloyd RESIDENTIAL: SHEDS - POOLS -DECKS-OPEN PORCHES- GAZEBOS - DETACHED GARAGES FEE VALUE WORKSHEET ACCESSORY STRUCTURES >120 sq.ft.(Sheds,detached garages,gazebos,eta) >120 sf-500 sf $35.00 $ >500 sf-750 sf 50.00 >750 sf- 1000 sf 75.00 $ >1000 sf- 1500 sf 100.00 $ >1500 sf—USE NEW BUILDING PERMIT APPLICATION DECKS x$30.00= $ (Number) PORCHES x$30.00= $ (Number) IN GROUND SWIMMING POOL $60.00 $ ABOVE GROUND SWIMMING POOL $25.00 $ RELOCATION/MOVING $150.00 $ Z'cx�)00 (Plus above fee if applicable) �fl PERMIT FEE $ ZOC7 Q:formsAkcost eff:082301 1 - 1I II 1 11 is ,. I i � mAt van tt it 11 , / // 11 rill• _�� I �/* `\ 1•, ' VfAlr t 1 JJ r \1 r 1 O r I r •-/ �s 1 LOChell I PRoPaSeD Skt�.p (Zf-= 1a� 2-5D v Nsy�� n , � 1 C LoS ET CLoSET 1 EXISTING NpN-FVMCIlot1AL t SDI G FI(Ri�-PACE Fob pgoeof>ED LL- t_oc,'4\-n CAN FRoNT Door, Town of Barnstable Geographic Information System December 21,2006 I-,, g,ia �' P%/7C�'U! -° t cove �," F"�'s•"�., ,+ '' s r ajl� ¢ � h nc,� tag 11�f n >» r r n 4ii i fi i li h }i T L Y i _ .. q 1�01 tl ild�r ul Vj w � u s w1 q �rwai•wJuw1 tm+ gni� � W�� ti•�, �Yy rv�:i a '��'"w q,r. ,�i � S?G� u�ppd w'"ya'� dr�,��t }"`�at^7a'�� '�n1��,y�+"�„m°,a:.e;. � �� 4�17m,!ly�^.�.a fat �qJi� l elm 0'•�� i 0. �� !�ti,n � r .� a�"��;t 'z 41, �1 ti x Aga € § y—` `t r ON, I A r $ �.,'� ,�� ° a* I,�y.�• a" t 4�'^-�; rkr m� v r r - �IA `+'"� d...,,. ...°r � r,=x`= rr, '-`�* :Y, -,+-+ - �" <,,'' ,..:<,�° .+: ,. � ` •.°-�.= 1 r ";udi) <r tukr r #.�� ,w x,-' a. ::d� 6't �,€�'I,w. :*r,� .,<�,�-fir x ,v 'm .°.'ya. , 9r.-��, :-a �m<. , <ry.;.. ��._:_� Ux� ;.0 a„ +:, " ,.. %.. � �`.Si7 ti � -,'#e. x �x✓ "s.,d: 7i _':i , ::...<r•. -,. -., , ,.,, >... a u..::_ ��-�.z,=.. -<.r �.>,.-::+ ,. .:�-�; �r r+ :.T' --�.. s,..rr.. -�'•;. .<, -_.:� ,_ r� ,i t " .+ e. _k .tea 1r:, Mom. - .-s- r�R. c m - .._., - s..°. ..,._, , amr ,.+."�-s: ..., . _, ::, .. _c: " :. -.< :_ i3-,".. .>:_. 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Enlargements beyond a scale of Owner:LLOYD,H GATES&WILLIAM W TRS Total Assessed Value:$14276700 1"=100'may not meet established map accuracy standards. The parcel lines on this map W B. are only graphic representations of Assessor's tax parcels. They are not true property Co-Owner.VINEYARD ROAD HERITAGE Acreage:21.40 acres Abutters boundaries and do not represent accurate relationships to physical features on the map Location:230 VINEYARD ROAD such as building locations. - - Buffer Town of Barnstable Geographic Information System December 21,2006 003004 # 42 "'� aaC 015008005 015008004 015003 # 245 # 1 # 160 Y 003003 # 36 015004001 INEYARD ROg # 180 Q 15005002 n 9999 (� f..�g 015004002 # 190v '; e, 015005001 a 015006 # 220 � �; ' # 250 x nrVt, M L �fr RUM +, 003001 # 30m a" ,, g q7a � r 'dan t 47 014 '. v 4 1 w r s ` a .'- ' � a =d ,[ d �'� „I e c + IN - � C1� (4a a� a is ^rr d .��;g„�,F,r v. - '• '% !]f7� t r ,'; `� �` "'�` * - >b, .' 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The parcel lines on this map Owner:LLOYD,H GATES&WILLIAM W TRS Total Assessed Value:$14276700 are only graphic representations of Assessor's tax parcels. They are not true property Co-Owner:VINEYARD ROAD HERITAGE Acreage:21.40 acres Abutters E. boundaries and do not represent accurate relationships to physical features on the map Location:230 VINEYARD ROAD such as building locations. Buffer w '.R w. ... \ `�. �A y{��%*a�'"�p•" �y,"'�i r'.�''wK�'4.�tr, F�. �jst�t''7'*� �y�"t 7,y y ^ro - .�,.sS.., w*:�LKs:�v"i�'"\"+w`3'x"4�jSr+:l�r �.P'Yii'a� S f � Lti\ls "4?�' ��',.�F �•1•" �'i' � 'gd ''wi'� 'li"'�pF ,`w�y..t5vwro"T�l��H''�Ag �t�.,.�'�Y v'• `oF,HE rti Town: of B aalstable { BARNSTABLH. = Regulatory Services: p.16S9 Building:Division _ rFD Mph 200 Main Street,Hyannis;MA 02601 Office: 508-862-4038 y_ Fax,: 508-790-6230 Inspection Correction.Notice �. Type of Inspection N g .x , Location ;2 11f e110AA C-r ''` Permit Numb r • Owner c .te,, Builder: One notice-to remain on job site; one notice on file in Building Department. The following items need correcting: t2 _ IUD F A S No S(Aee46CL -- ----> o� z v i U` s U . Please call: 5087862-4 -3&for re-inspection. Inspected.by Date �/0 .9 fo—� The Commonwealth of Massachusetts : E� 5 Department oflndustrialAccidents Office of Investigations y' d 600 Washington Street .Boston,MA 02111, www.mass.gov/dia ' Workers'Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers _Applicant Information Please Print Legibly Name(Business/Orgauization/Individual): P-04m o s Ar MONWet tad •Address: 445 u3 12A 4.6. t A.IR L-9 ato . o Sr�l�l City/State/Zip: Phone A: 54, 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 6 New construction . employees(full and/or part-time).* • have hired the sub-contractors listed on the.attached sheet. 7. ❑Remodeling 2:❑ I am a'sole proprietor or partner- These sub-contractors have ship and have no employees 8. Demolition employe and have workers' 'working for me in any capacity. 9. []Building addition o workers' coro insurance comp.insurance,$ p 5. We are a corporation and its 10.❑•Electrical repairs or additions required.] '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.F]Roof repairs insurance.required.]t c. 152, §1(4), and we have no 13.[] Other - employees. [No workers' comp,insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their 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. . tContractors that check this box must attached an additional sheet showing the name of the Nub-contractors and state whether ornot those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. lam an employer that is providing workers'compensation insurance for my employees. Below is.thepolicy and job site' information. Insurance Company Name: /JOILZ'b+4tw�O�D tw�5�llLpc�1C.E (l�fnOi�V�`{ Policy#or Self-ins.Lic.#: %AcG 17 -Oo-17 Expiration Date: kill-Olt lob Site Address: �3 V 1t4�`�i'tD'�ow ZZ• City/State/Zip: 'C.a..M�T #A& Attach a copy of the workers' compensation policy declaration page'(showing the policy number and expiration date). Failure,to secure coverage as required ender 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 Investiizations of the MIA for insurance coverage verification. I do hereby certify under the pains•and penalties of perjury that the information provided above is true and correct. Signature - nat•e - - _ Phone# Official use only. Do not write in this area, to be completed by,city or town officiaL City or Town: ' Permit/License# Issuing Authority(circle one): -1.Board of Health 2.Building-Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6. Other Contact Person: Phone#: ACORIP CERTIFICATE OF LIABILITY INSURANCE OP Ib x DATE;k!M;D0AYYY) ROGER-1 01/24/07 RRooucER ; THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE tlorthwoo i Insurance Agency HOLDER.THIS CERTIFICATE DOES NOT AMEND,EXTEND OR 805 West Plain Street ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Hyannis :�1A 02601 i Phone: SC8-771-1632 Fax:508-393-2955 IINSURERS AFFORDING COVERAGE I I INA1C- :NSURED INSLP:ER A. AMERICJ T INTERNATIONAL I L Roggers S Harney, Inc. Lr,BLFER C •?.O. Box 310 riri51 osterville Imo. 02655 INS.A4ERE - COVERAGES 7;-E POLICIES :F;r+Sl.�Avu'E_I_�STED BE'-0vv 1-AtiE SEEN I�F.StJE_•TC-HE INSURED Nk^,!EC A6GvE F OR i'r+E--,-:CY PERIOD INDICATED.NONP7HS74101an; AM REOUIREMENT.TERM OR•_CNOmpN OF AM CONTR•cCT OR O T iEF:DOCUn-E,NT wlTa.RESPECT TO WHICH T'r.IS CERTIFiCATc V•,Y BE ISSUED OR -MAY P_RTA!N.T.E.INS R?NC£:.=FORCE?BY THE FOLICIEi C:E.5,R!cED"ERE;.N r'S.LJEC T TO ALL THE TERN15,E'lCLUS!Or S 4^.0 CONDIT,ONS CF SUCH iJA!CIE.3.AGG.:;i*A?E'_I\i GS 5-t:'W!J MAY?QA4E BEEN i'__i'CED, 'i PAID LTR INSR� TYPE OF INSURANCE POLICY NUMBER DATE(MM/DWY) I DATE(WIV0DIYY) LIMITS GENERAL LIABILITY I .- - - _ EACH OCCt.!RRE:NCE I _GVY.:F.R.".I?L G_'lZRAL_I.'U"ILi'f I � P.F?d!�ES(Es ccccranca! CLAWS MAC= orc.: I MEO EA-7 I,An<one parson) I i i PERSONPL 8 ACV!MJL'R1' $ .. (GENERAL AGGREGATE S (SEN_AGGREGATE CLY•!T APFL;ES PER. RRCC>IJl'i5-COhf!OP A.CG S 1,7 POL!CY F7,ECT I • O,C I ALIT)MOBILE LIABILfTY GMf11r E�SINSLE UN1!T S AN'..AUTO I Ito 3c•aC9nI) ALL OV';NED AUTOS I - I I I S:JILY INJURY � SCHEDLLED,...704 HIRED AUTOS I I Sco!LY IrIJLa', r.Or:O'NNF-'AUTOS I I Pa•aCa0-,-q 5 r PROPERTv.01('AGE $ — (Par accid.,, - GARAGE LIABILIV t - AUTO ONLY-EA ACC!DEIJT = .ANY AUTO I I - OTnE� P THAN EA ACC S , I.. I AUTO ONLY: AGG I S a EXC ESSNMBR_LLA L!ABILI?Y EACH OCCURRENCE I S OCCUR CLA:7. Y'ALE I I ACGR�>^- - S . I -- DEDUCTIBLELE i. S RETEWIC•N S - I WORKERS COMPENSATGN AND - - �•E. " TCRY Li MI i c S I X ' EMPLOYSF3'LIABLrtY i A ANYPR^PI Cwra?T*E E'er:v= WC176-00-11 * 01/01/0 7 01/01/08 E_ &NCH CID ENT I'500000 1CFrICERl4EHc'ERE%CCLLDED? J ! - T— IFy=s. s �I,E A_ .,�._V.PI ov=Ei SS0a 000 _ SPEC I do AL c she•rCer P;OVISIONS091— I ; D�=m °^L!Cr_MIP Is500000 OTHER _ _ .- . DESCRIPTION OF OPERATIONS!LOCATIONS i VEH"iC'LES!E"(CLUStC•NS ADDED B'f ENDORSE`AENT!VE lAL PROVISIONS CERTIFICATE HOLDER CANCELLATION • ,r C'd:IBAR SH•_U'S�ANY OF 7HE ABOVE DESCRIBED°OUCIES BE C-tr ELLED BEF_RB THE EXP:RATION DATE THEPEDF,THE'SSUING'rrURER'n:LL E`DE=`lCR T_•,MAIL DAYS NP.ITTE'. NOTICE TO t:-E CERTIF'CATS H JLCER,N;-4lED TO THE LEFT B'T FA:LUP.E TC DC SO S-,;_L r'O'ei:T OF'r BARDTSTABLE • 'MFOSE rlD OBLr ATI'tl OP.LIAS LITY O=Ail"K fE UPDfI T-E 6VS,RER,TS AGEN`>:R 157 D' IN STREET HYA-ITtTIS MA 02601 .EPoESENT T7VE5 ' - - A.-HORN- 2PR ENTA-I�_ - •. A•'ORD 25(2101 08) t AACORD CORPORATION 1988 A. F. RESIDENTIAL BUILDING PERAHT FEES APPLIaCATION FEE... New Buildings $100.00 (W0 Residential Addition $50.00 Alterations/Renovations $50.00 Building Permit Amendment $25.00 FEE VALUE WORKSHEET NEW LIVING SPACE 4,204o square feet x$96/sq.foot= �?�2�. x.0041= I f.n.12 plus from below(if applicable) ALTERATIONS/RENOVATIONS OF EXISTING SPACE .; square feet x$64/sq.foot= x.0041= plus from below(if applicable) GARAGES(attached&detached) 62S square feet x$3Vsq.ft.= 20T0o0. _x.0041= IR 2.za ACCESSORY STRUCTURE>120.sq.ft. >120 sf-500 sf $35.00 >500 sf-750 sf 50.00 >750 sf- 1000 sf 75.00 >1000 sf- 1500 sf 100.00 >1500 sf-Same as new building permit: square feet x$96/sq.foot= x.0041= STAND ALONE PERMITS Open Porch l x$30.00 30.00 (number) Deck 1 x$30.00 U.00 (number) Fireplace/Chimney x$25.00= ZSAO (number) Inground Swimming Pool $60.00 Above Ground Swimming Pool $25.00 Relocation/Moving S150.00 r (plus above if applicable) Permit Fee _T m,12— Proicost Rev:063004 °F1HE� Town of Barnstable Regulatory Services BARDISCABLE Thomas F.Geiler,Director y M"ss• g' • EnMats Building Division Tom Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Permit no. Date AFFIDAVIT HOME MROVEMENT CONTRACTOR LAW SUPPLEMENT TO PEXNHT 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 structures which are adjacent to such residence or building be done by registered contractors,with certain exceptions,along with other requirements. Type of Work: t�5 v • �Qt4. Estimated Cost 53Sa�poD Address of Work: 2'I Q %J t tAC74A A D ko Owner's Name: 1-t 6.ArZ + w��`�AI•�• �I.1 �..L o� �_�S Date of Application: Ck ZI 1�7 I hereby certify that: Registration is not required for the following reason(s): ' .,. . •,,c ❑Work excluded by law ❑Job Under$1,000 []Building not owner-occupied ❑Owner pulling own permit Notice is hereby given that: OWNERS PULLING THEIR OWN PERIIIIT OR DEALING WITH UNREGISTERED CONTRACTORS FOR APPLICABLE HOi1M IiY1PROVEMENT 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 agent of the owner: IL Date ` Contractor Name Registration NTo. OR �. O. - Date Owner's Name O Q:fo=:homeaffidav Doc: 1v060. 199 04-02-2007 2:49 Ctf=: 182733 , ( BARNSTABLE LAND COURT REGISTRY IT QU AIM DEED I, William Lloyd a/k/a William W. Lloyd,as Trustee of the'Vineyard Road Heritage Trust under a Declaration of Trust dated September 9, 2002 being Registered.as Document No. 900,173 at the Barnstable County Registry of Deeds of 3468 Nations Road, Geneseo, New York 14454 and WJL,LLLP, a Delaware limited liability limited.partnership of 9 Tyler Road, • .` Hanover,New Hampshire 03755 in consideration of a like kind of exchange for property with a value for excise tax purposes of Four Hundred Forty Thousand($440,000.00) Dollars with Additional Consideration of Two Hundred Sixty One Thousand Two Hundred Fifty and 00/100 Dollars ($261,250.00) paid to WJL, LLLP aforesaid �. grant to William W.Lloyd and H. Gates Lloyd, as Trustees of the Vineyard Road Heritage E" y Registered as Document No. Trust under a Declaration of Trust dated September 9, 2002 b 900,173 at the Barnstable County Registry of Deeds of 3468 Nations Road,Geneseo,New York 0 14454 w with Quitclaim Covenants the land and buildings located at No. 250 Vineyard Road,Barnstable(Cotuit), Barnstable ' a County, Massachusetts shown as Lot No.68 on a plan entitled"A/N/R Plan of Land#250 4 Vineyard Road in Cotuit, Barnstable,Massachusetts(Barnstable County)Land Court, Resubdivision of L.C. Plan# 11542-8, dated November 20;2006,prepared for H. Gates & Wingate Lloyd,4500 Cathedral Avenue NW,Washington, DC 20016 by BSC Group, 349 Main o Street, Unit D, W. Yarmouth, Massachusetts 02673, Scale: 1" =60 Ft" :. aM a 1542-9. Said Lot No. 68 is 87,225 f sq. ft. Registered as Land Court plan# 1 z The above premises are conveyed subject to and with the benefit of all-rights, restrictions, H easements and reservations of record. The above premises are conveyed subject to a Conservation Restriction registered as Document N #953,355 at the District Office of the Land Court,Barnstable Registry of be as modified by 00 Document # D G 9 entitled The Lloyd Beach Conservation Restriction Modification • One. o { a The above premises are conveyed subject to and with the benefit of the following restrictions, _ which restrictions shall apply to the areas marked"15' wide Restricted Area" and"30' wide Restricted Area" as depicted on the sketch plan entitled Lloyd Family Restriction attached hereto, and hereinafter referred to "Restricted Area" as to both areas. 1. There shall`be no.cutting or removal of-trees or any other vegetation within the "Restricted Area'`. - A { 3. No temporary or permanent structures may be constructed in the "Restricted Area". 4. 'There shall be no filling or dumping in the"Restricted Area 5. No activities will be allowed in the"Restricted Area" that would be detrimental to erosion control or to the quality of the surface or ground water. 6. There shall be no animal husbandry or commercial agriculture allowed in the "Restricted Area". For Grantors' title see Certificate of Title# 176791. se is Witness our hands and seals this da y of , 2007. , 00*0SZ'TU$ :SU03 0-6WI4 :aa3 66T090I ::-jcQ S4*T LAND COURT, BOSTON.The lszd Wd6t:Z0 e L00Z-ZO-io :aIDQ herein described will be shown on A.MI938 i8no) ORI 310VISN8a2 our approved. plan to follow as Xd1 3SIJX3 J,1Nnoo 319VISN8Vil `1A 1 2 2007 Plan (EXAMINED AS G:SCRIPTI0 I ONLY) George Capelianis,EngineerSZ 00'0SZ'TOLf :SU03 £1'66£'Zf :aa3 } 66T090T :poa SLIT :A113 ad6>:ZO a 100Z-ZO-�O :aluu ASIS193a ism otldl 318tl1SNM - Xdl 39IOX3 31d1S S113snH3V9Sdu a I f � W 1 am Lloyd a/k/ Wil iam W. ,Trustee of Vineyard Road Heritage Trust STATE OF COUNTY: � - On this A day of to , 2007, before me, the undersigned notary public, personally appeared William Lloyd a/k/a JVilliam W. Lloyd Trustee proved to me through satisfactory evidence of identification, which were Ny5 bo4ees LrMSK to be the person whose name is signed on the her document, and acknowledged to me that he signed it voluntarily for its stated purpose. am/r�-&,�PAAL�� (official signature and seal of notary).. RIS My commission expires: Io2/a 7 0 q Y P MARIE Mte of N NOTARY PUE3lJC,State of New Ycrk —T—� No.01 M06035306 Qualified In Monroe County Commtesfon Expires on .2001 WJL, LLLP By its General Partner WJL, Inc. Nina W. Lloyd, Presid nt STATE OF COUNTY: V On this 4— day of 2007, before me, the undersigned notary public personally appeared Nina Lloyd,Presi t proved to me through satisfactory evidence of identification, which were N� T)6V`e6 UCc kn,4e - to be the person whose name is signed on the herein document, and acknowledged to me that she signed it voluntarily for its stated purpose. coil I (official signahn and �.seal of notary). y My commission expires: My lon 5,WN I: in\DMR�L0YD c3572.046=d for lot 68.doc • a TRUSTEE CERTIFICATE I, William Lloyd a/k/a William W. Lloyd, as Trustee of the Vineyard Road Heritage Trust u/d/t dated September 9,2002 being Registered as Document No:900,173 at the Barnstable County Registry of✓eed$ %irri Regictrntion Office,hereby certify in accordance with the terms of said Trust: 1. That I am an incumbent Trustee of the Trust; 2. That said Trust has not been amended or modified to date. 3. That said Trust remains in effect and has never been terminated; and 4. That the Trustee has been duly directed by the beneficiaries, who are of full and legal age, owning 100% of the beneficial interest in and to the aforesaid Trust to convey the property designated as LOT 68 on Land Court Plan No. 11542-9 and located at 250 Vineyard Road, Barnstable(Cotuit),Barnstable County,Massachusetts for the consideration of $261,25v.�'paid to WJL,LLLP as stated in the Deed attached hereto to William Lloyd a/k/a William W. Lloyd and H.Gates Lloyd,as Trustees of the Vineyard Road Heritage Trust and that the Trustee has the authority to execute such documents as the Trustee deems necessary in order to effectuate the above-described transaction. EXECUTED as a sealed instrument this day of �'�1_ ,2007. - it iam Lloyd a/k/a William W. Lloyd, Trustee STATE OF �-✓ �'' "` COUNTY` On this day of- , 2007, before me, the undersigned notary public, personally appeared William Lloy[l a/k/a William W.Lloyd,Trustee as aforesaid proved to me through satisfactoryevidence of identification,which were NyS �"&5 kecersR_ to be the person whose name is signed on the herein document, and acknowledged tome that he signed it voluntarily for its stated purpose. ANN MAME MORRId n NOTARY PUBLIC,8taie of New York N0.01 M060353pg Qualified In Monroe dountvq Notary Public Commissbn Expires on 20 0.1 My commission expires: 1�2 d-710 F THE BSC GROUP, INC p= °� 349 MAIN STREET, WEST YARMOUTH, MA. I\ LLOYD FAMILY SCALE: t -100 <.M°" L-",3 RESTRICTION r \ DATE: 2/16/07 >� \\ #250 VINEYARD RD. • 4,BO,: S.F. % - LOT 66, 67 AND 68 —8492 DEPICTED ON LC. PL 11542-9 Bscf 4 FY COTUIT; BARNSTABLE SHEET t of 1 MASSACHUSETTS RCN P(PE iFOWUND AMU FOUND oONCFi f I r BOUNO 1 FOUND I 1 C.43. CONCRETE CONCi .47.00 BOUND FOUND BOUNO CONCRETE IrPOUND BOUND FOUND I I N/F r r ENbNE RESTRICTED AREA rn , RESTRICTED AREA , r `i 1 LOT 68 `T GRAIL A. a I I \\ LOT 67 b• 2.00t ACRES t FlEID �+ r \ \ 224t ACRES 67.225t S.F. '• No.38039 a I \ \ 97,614t S.F. 15 S.F. 19.39 1 c r \ \ SHAPE AREA ; n \\\\ 201t ACRES o I \ 87.485t S.F. - LINO \�\ S.F. 20.32 ST. (SHED CONCRETE BOUND 2 m Ir 0\ `ice FOUND - J _ 1 \\ - I •� GARAGE m \\ $ L \ - 5.B2, c r \\\ CPNCRETE - NOTE r ` D FOUND THE RESTRICTED AREAS DEPICTED HEREON ARE BASED ON AN AGREEMENT T. BETWEEN THE PROPERTY \ I I G �a OWNERS AND 00 NOT 1 r BE VED 1��. o a AFFECT THE TOWN OF BARNSTABLE SETBACKS CD 21.3r REQUIREIAENTS. CONC, LOT 66PAD � ; i \ d 2.68t ACRES z \ 116,643t S.F. SHAPE AREA TO MHw 2.24t ACRES jµlTS OFF j �\ 97,581t S.F. r CONCRETE BOUND. \- _ S.F. 21.02�.r' CENTER FOUND f � � DRILL HCUE • JJ EAST. \ FOUND 0 - BUILDING , ENST. II Y o N BATHHOUSE - J m �-• r90}' 4p�R�M�W^1FR m' NANTUCKET SOUND ' A TRUE C Y, 1 i co - N F �c i TF" BARNSTABLE REGISTRY OF DEEDS EASEMENT C CLOSURE f BC North: 8858.59 East: 5737.45 Arc Length: 37.03 Radius: 230.00 Delta: 9-13-25 Tangent: 18.55 Chord: 36.99 Ch Course:N 45-10-09 W Course In: N 40-13-09 E Out: S 49-26-34 W Ctr North: 9034.21 East: 5885.96 End North:.8884.66 East: 5711.21 Course: S 40-22-48 W Distance:'89.10 North: 8816.79 East: 5653.49 Course: S 09-21-42 W Distance: 29.75 North: 8787.44 East: 5648.66 Course:N 51-17-42 E Distance: 113.78 North: 8858.59 East: 5737.45 . Perimeter: 269.65 Area: 2755.28 0.06 acres Mathematical Closure - (Uses Survey Units) Error of Closure: 0.000 Course: S 90-00-00 E N Precision 1: 269648545.92 „ LOT 66 LOT CLOSURE North:9021.95 East: 5636.27 Course: N 85-48-51 E Distance: 20.00 North: 9023.41 East: 5656.21 Arc Length: 152.00 Radius: 230.00 Delta: -3.7-51-58 Tangent: 78.90 Chord: 149.25 Ch Courser S.21-37-27 E Course In:N 87-18-32 E Out: S 49-26-34 W Ctr North: 9034.21 East: 5885.96 End North: 8884.66 East: 5711.21 Course: S 40-2248 W Distance: 89.10 North: 8816.79 East: 5653.49 Course: S 09-21-42 W Distance: 467.32 North: 8355.70 East: 5577.48 Course: S 16-05-31 E Distance: 103.85 North: 8255.92 East: 5606.26 a Course:N 71-55-50 E Distance: 45.00 North: 8269.88 East: 5649.04 Course:N 58-16-53 E Distance:21.19 North: 8281.02 East: 5667.07 Course:N.85-27-24 E Distance: 21.38 North: 8282.71 East: 5688.38 Course:N 71-55-50 E Distance: 115.00 North: 8318.38 East: 5797.71 Course:N 75-31-01 E Distance: 229.23 North: 8375.71 East: 6019.65 Course: S 23-32-40 E Distance: 74.97 North: 8306.98 East: 6049.59 Course: S 23-32-40 E Distance: 124.17` North: 8193.14 East: 6099.20 Course: S 75-14-28 W Distance: 267.62(calculation line along Nantucket Sound) North: 8124.97 East: 5840.41 Course: S 62-2546 W Distance: 212.93(calculation line along Nantucket Sound) North: 8026.41 East: 5651.66 Course:N 16-05-31 W Distance:.' North: 8354.49 East: 5557.01 Course: N 09-21-42'E Distance: 545.09 North: 8892.33 East: 5645.68 Course:N 04-09-08 W Distance: 129.97 North: 9021.95 - East: 5636.27 Perimeter: 2960.27 Area: 114281.65 y 2.62 acres Error of Closure: 0.000 Course: S 90-00-00 E Precision 1: 2960269322.76 I - EASEMENT A CLOSURE BC North:8985.86 East: 5661.10 Arc Length: 44.13 Radius: 230.00 Delta: -10-59-38 ' Tangent: 22.13 Chord: 44.06. Ch Course: S 17-37-52 E Course In: N 77-51-57 E Out: S 66-52-19 W, .. E Ctr North: 9034.21 East: 5885.96 End North: 8943.87 East:_ 5674.44 Course: S 09-21-42 W Distance: 97.74 North: 8847.43 East: 5658.54 Course: S 40-22-48 W Distance: 38.81 d North: 8817.86 East: 5633.40 Course:N 09-2142 E Distance:.38.81, North: 8856.16 East: 5639.71 - Course:N 09-2142 E Distance: 131.46 North: 8985.86 East: 5661.10 Perimeter: 350.96 9 Area: 2649.03 . 0.06 acres Mathematical Closure- (Uses Survey Units) Press any key for more:.. Error of Closure: 0.000 Course: S 90-00-00 E Precision 1: 350955393.79 p " EASEMENT D . CLOSURE North: 8250.38 East: 5587.05 Course: N 16-05-31 W Distance: 108.36 North: 8354.49 East: 5557.0T Course: N 09-21-42 E Distance: 469.62 North: 8817.86 East: 5633.40 Course: S 86-57-02 E Distance: 20.12 North: 8816.79 East: 5653.49 Course: S 09-21-42 W Distance:.467.32 North: 8355.70 East: 5577.48 Course: S 16-05-31 E Distance: 103.85 North: 8255.92 East: 5606.26 Course: S 73-54-29 W Distance: 20.00 North: 8250.38 East: 5587.05 Perimeter: 1189.28 Area: 11491.55 0.26 acres Mathematical Closure-(Uses Survey Units) Error of Closure:0.000 Course: S 90-00-00 E Precision 1: 1189277002.77 LOT 67 LOT CLOSURE North: 8355.70 East: 5577.48 Course: S 16-05-31 E Distance: 103.85 North: 8255.92 East: 5606.26 Course:N 71-55-50 E Distance:45.00 North: 8269.88 East: 5649.04 Course:N 58-16-53 E Distance:21.19 North: 8281.02 East: 5667.07 Course:N 85-27-24 E Distance:21.38 North: 8282.71 East: 5688.38 Course:N 71-55-50 E Distance: 115.00 North: 8318.38 East: 5797.71 Course:N 00-50-12 W Distance:231.04 North: 8549.40 East:5794.33 Course:N I 1-35-51 W Distance:216.85 North: 8761.82 East: 5750.74 Course:N 65-1047 E Distance:95.00 North: 8801.70 East: 5836.96 . Arc Length:65.01 Radius: 1460.00 Delta:2-33-05 Tangent: 32.51 Chord:65.01 Ch Course:N 63-29-52 W Course In:N 25-13-35 E Out: S 274640 W Ctr North: 10122.46 East:6459.21 End North: 8830.70 East:5778.79 Arc Length: 86.99 Radius:230.00 Delta:2140-13 Tangent:44.02 Chord:86.47 Ch Course:N'51-23-32 W Course In:N 27-46-22 E Out:S 49-26-34 W - Ctr North:9034.21 East: 5885.96 End North: 8884.66 East: 5711.21 Course: S 40-2248 W Distance: 89.10 North:8816.79 East:5653.49 Course:S 09-2142 W Distance:467;32 North: 8355.70 East: 5577.48 Perimeter: 1557.72 Area: 97613.83 2 24 acres Mathematical Closure-(Uses"Survey Units) Error of Closure:0.000 Course: S 90-00-00 E Precision l: 1557721262.16 CParcel Detail Page 1 of 3 CIA Logged In As: Parcel Detail Tuesday, Octob N __,Parcel Lookup Parcel Info _...._� Parcel ID 1036-033 Developer I Lot Location;10 PUTNAM AVENUE Pri Frontage Sec Sec Road ;MAIN STREET(COTUIT) _ Frontage'177 Village[COTUIT Fire District i,COTUIT Sewer Acct Road Index 1324 Asbuilt Septic Scan: Interactive 0360331 Map I . - i Owner Info Owner I EDELSON, JILL & � �� Co-owner!HARLEY, MARGOTETALS Streetl r%MAINE & MAPLE HOLDINGS LLC street26 PADDOCK LN city#ANDOVER ��- � � - State MA� zip618.10 . Country US Land Info Acres 0.78 Use;Single Fam MDL-01j Zoning;RF Nghbd 0113 Topography'Level Road I Paved utilities iPublic Water,Gas,Septic _ Location Construction Info Building 1 of 1 Year _: _ _.w__._�.____ Roof;_. _._.__. __ .:_ .__ Ext Built!1900 struct:Gable/Hip Wall!Clapboard Effect'47-01 Roof AC GIs/Cmp I AC; ! None Area Cover. Type E Bed style;Colonial wall I Drywall 17 Bedrooms Rooms� Model Residential � Int F_�`�` � �� Bath ,—_14 Full Floor i Rooms E Grade Custom Plus HearI Hot.WaterI Total12 Rooms Type Rooms http://issgl2/intranet/propdata/ParcelDetail.aspx?ID=2337 10/16/2007 IParcel Detail Page 2 of 3 5 Heat�._.. _� _ Found- Stories 12 Stories lGas rick Walls ation Fuel "!LAWN L 8 :�� Permit History Issue Date Purpose Permit# Amount Insp Date Comm( 4/25/1997 New Siding 22634 $15,000 11/17/1997 12:00:00 AM 11/1/1993 B36348 $1,300 1/15/1994 12:00:00 AM CO RE[ Visit History__ Date Who Purpose 6/15/2005 12:00:00 AM Paul Talbot Meas/Est 6/1/2000 12:00:00 AM Paul Talbot Meas/Listed 9/15/1995 12:00:00 AM Lloyd Kurtz Meas/Est Sales History Line Sale Date Owner Book/Page Sale P 1 1/15/1995 EDELSON, JILL & 9541/217 2 1/15/1995 EDELSON, JILL & 9541/216 3 1/15/1992 EDELSON, JILL & 7844/021 4 HOLDSTEIN, SOPHIE ET ALS 7417/308 5 HOLDSTEIN, SOPHIE ET ALS 7116/111 6 HOLDSTEIN, SOPHIE ET ALS 6610/274 7 HOLDSTEIN, SOPHIE ET ALS 6591/175 8 3/30/2007 MAINE & MAPLE HOLDINGS LLC 21900/280 - Assessment History Save# Year Building Value XF Value OB Value Land Value Total Parc( 1 2007 $575,500 $2,700 $21,700 $491,700 $1 2 2006 $541,300 $2,700 $21,700 $485,700 $1 3 2005 $437,000 $2,600 $6,500 $445,200 ; 4 2004 $356,200 $2,600 $6,500 $445,200 5 2003 $303,800 $2,600 $6,500 $222,500 ; 6 2002 $303,800 $2,600 $6,500 $222,500 ; 7 2001 $303,800 $2,700 $6,500 $222,500 http://issgl2/intranet/propdata/ParcelDetail.aspx?ID=2337 10/16/2007 IParcel Detail Page 3 of 3 8 2000 $194,800 $2,500 $1,700 $133,400 9 1999 $194,800 $2,200 $1,700 $133,400 10 1998 $205,300 $2,200 $1,700 $13.3,400 11 1997 $156,700 $0 $0 $124,500 ; 12 1996 $156,700 $0 $0 $124,500 ; 13 1995 $204,800 $0 $0 $124,500 14 1994 $178,200 $0 $0 $120,000 ; 15 1993 $178,200 $0 $0 $120,000 ; 16 1992 $203,200 $0 $0 $133,400 17 1991 $246,900 $0 $0 $133,400 ; 18 1990 $246,900 $0 $0 $133,400 19 1989 $246,900 $0 $0 $133,400 20 1988 $173,800 $0 $0 $66,100 ; 21 1987 $173,800 $0 $0 $66,100 ; 22 1986 $173,800 $0 $0 $66,100 ; Photos http://issgl2/intranet/propdata/ParcelDetail.aspx?ID=2337 10/16/2007 Town of Barnstable Geographic Information System October 16,2007 036032 re #688 ✓�. 036013 #689 036049 700 . . 036036 958 036010n #701 7 036009 ;. Z M� #709 a N 036033 F x �Et #10 ' LI 036009001 #719 r xk � ">,1K 036050 #33 036# 2008 # - E 0 32 Feet 3°� 0360354�� ; #746 _ DISCLAIMERS:This map is for planning purposes only. It is not adequate for legal Map:036 Parcel:033 boundary determination or regulatory interpretation. Enlargements beyond a scale of Selected Parcel w+ 1°=100'may not meet established map accuracy standards. The parcel lines on this map Owner:EDELSON,JILL& Total Assessed Value:$1091600 are only graphic representations of Assessor's tax parcels. They are not true property Co-Owner:HARLEY,MARGOT ETALS Acreage:0.78 acres Abutters boundaries and do not represent accurate relationships to physical features on the map Location:10 PUTNAM AVENUE such as building locations Buffer f - Permit# Permit Date REScheck Software Version 3.7.3 Compliance Certificate Project Title: Lloyd Residence Report Date:09/18/07 Data filename:C:\Program Files\Check\REScheck\lloyd.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: 21% Heating Degree Days: 6137 Construction Site: Owner/Agent: Designer/Contractor: 250 Vineyard Road Timothy Luff Cotuit,MA 02635 Archi-Tech Associates,Inc. 6 School Street Cotuit,MA 02635 508-420-5335 Run . • . e • 1 •• • • • i Ceiling 1:Cathedral Ceiling(no attic): 651 38.0 0.0 18 Ceiling 2:Flat Ceiling or Scissor Truss: 1689 30.0 0.0 59 Wall 1:Wood Frame, 16"o.c.: 3391 19.0 0.0 160 Window 1:Wood Frame:Double Pane with Low-E: 530 0.320 170 Door 1:Glass: 172 0.320 55 Door 2:Solid: 21 0.290 6 Floor 1:All-Wood Joist/Truss:Over Unconditioned Space: 2061 19.0 0.0 97 Furnace 1:Forced Hot Air:84 AFUE Compliance Statement The proposed building design described here is consistent with the building plans,specifications,and other cal lations submitted with the permit application.The proposed building has been designed to meet the Massachusetts Energy Co require ents in REScheck Version 3.7.3 and to comply with the mandatory requirements listed in the REScheck Inspection Chi list.T e heating load for this building,and the cooling load if appropriate,has been determined using the applicable Standard De ' n Con i on found in the Code.The HVAC equipment selected to heat or cool the building shall be no greater than 125%of th esig I specified in Sections 780CMR 1310 and J4.4. Builder/Des gner .Company Name Date Lloyd Residence Page 1 of 1 ° Board of Building Regula ions and Standards One Ashburton Place Room 1301 Boston. Massachusetts 02108 Home Improvement Contractor Registration Registration: 100134 Type: Private Corporation Expiration: 6/9/2008 ROGERS & MARNEY, INC. Charles Rogers P.O BOX 310 Osterville, MA 02655 Update Address and return card.Mark reason for change. s-coi �, SOM•Oa/OS-PC8c98 i Address ❑ Renewal E] Employment ii Lost Card ✓fee L��»zanue¢l<< a�✓i'l¢ks¢c�iuse�ls Board of Building Regulations and Standards License or registration valid for individul use only a HOME IMPROVEMENT CONTRACTOR before the expiration date. If found return to: Registration: 100134 Board of Building Regulations and Standards Expiration: 6/9/2008 One Ashburton Place Rm 1301 Nla.02108 - Type: Private Corporation Boston, , ROGERS 8 MARNEY,INC. Charles Rogers !,NEST BARNSTABLE ROAD �ville, MA 02655 Deputy Administrator Not valid without signatu . :� � Tie Vi arrt•»eo�uue¢`�i a�✓G��e� BOARD OF BUILDING REGULATIONS License: CONSTRUCTION SUPERVISOR -"Number..JCS 016174 B i rtftdate:-05/07/1939 Expires: 05/07/2008 Tr. no: 22326 Restricted: 00 CHARLES D ROGERS PO BOX 310 OSTERVILLE, MA 02655 /J Commissioner r �pSHE Tp�� Town of Barnstable Regulatory Services • BARYSTABLE. 9� MASS. . Thomas F.Geiler,Director 0i., Building Division Tom Perry, Building Commissioner 200 Main Street, Hyannis, NL-k 02601 Office.- 50S-862-103S Fax: 50S-790-6230 Property Owner Must Complete and Sign This Section If Using A' Builder I, 1.1 • G�tTS �.l.o�t , as Omer of the subject property- hereby authorize ROGERS & MARNEY, INC. to act on my behalf, in all matters relative to work authorized bythis building pernuit application for (address of )ob) 2 3 o J�N E`t�.i, 2�, ,CA'iv�''C �^�► . a'z•-6 3 S - 1 Signature of Omer Da 7S L Print Name a ® ,4 Q:E0R.\-tS0-NERPE.P-MISS,O` Affidavit of Substantial Financial Interest I, C el4,2.L `'S /J_ i201,-n S of /20 'A'14 on oath depose and state as follows: 1. 1 am an applicant for a building permit for the property located at Map q Parcel QcX The address of the property is z30 2. 1 have d % legal or equitable interest in the real property which is the subject of the building permit application which is identified in paragraph 1 above. 3. Within in the last twelve months from today's date, which is (0 _, the following individuals or entities have had a 1% or greater legal or equitable interest in the real property which is the subject of the building permit application which is identified in paragraph 1 above: Name Address 4. Within the last twelve months, from today's date, which is , I have had a 1% or greater legal or equitable interest in the following properties which have been the subject of a building permit application: Map/Parcel Address 5. Within this calendar year, I have submitted building permit applications for property in which I have a 1% or greater legal or equitable interest. 6. Within the last ten days, I have submitted building permit applications for property in which I have a 1% or greater legal or equitable interest. 7. Within this month, I have submitted O building permit applications for property in which I have a 1% legal or equitable interest. 8. Within this month, I have received O building permits for property in which I have a 1% legal or equitable interest. Signed under the pains and penalties of perjury, t a o �' , 200,). 2001-0050/affin 1 Q/LOTTERY/AFFIDAVIT • p f f L� f r Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.12 t. Bv:Joe,ATA on: 09-14-2007:3:55:11 PM Project: LLOYD(0544)- Location: (27)3'HDR. @ KITCH./SCR.PORCH.WINDOW Summary: (3) 1.5 IN x 7.25 IN x 3.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 198.8% Controllinq Factor:Area/Depth Required 3:78 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- 0.00 IN =U7307 Total Load: TLD-Center= 0.01 IN =U3848 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 696 LB Dead Load: DL-Rxn-A= 785 LB Total Load: TL-Rxn-A= 1481 LB Bearinq Lenqth Required(Beam only,support capacity not checked): BL-A= 0.77 . IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 2205 LB Dead Load: DL-Rxn-B= 1599 LB Total Load: TL-Rxn-B= 3804 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.99 IN Beam Data: Center Span Lenqth: 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 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= 203 PLF Dead Load: wD-2= 181 PLF Beam Self Weight: BSW= 6 PLF Total Load: wT-2= 390 PLF Point Load 1 Live Load: PL1-2= 267 LB Dead Load: PD1-2= 470 LB Location(From left end of span): X1-2= 0.5 FT Point Load 2 Live Load: PL2-2= 2025 LB Dead Load: PD2-2= 1353 LB Location(From left end of span): X2-2= 2.75 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'= 1208 PSI Adjustment Factors:Cd=1.00 CF=1.20 Cr=1.15 Fv': Fv'= 70 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controllinq Moment: M= 1077 FT-LB 1.92 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 510 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= 10.71 IN3 S= 39.42 IN3 Area(Shear): Areq= 10.92 IN2 A= 32.63 IN2 Moment of Inertia(Deflection): Ireq= 11.14 IN4 1= 142.90 IN4 t i. Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)j Ver: 7.01.12 By:Joe ,ATA on: 09-14-2007: 3:55:08 PM Project: LLOYD(0544)--Location: (26)3.5'HDR.@ C.O. LIVING/KITCHEN y . Summary: (3) 1.5 IN x 9.25 IN x 3.5 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:41.8% Controlling Factor:Area/Depth Required 6.52 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=U5983 Total Load: TLD-Center= 0.01 IN=U3297 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2862 LB Dead Load: DL-Rxn-A= 1975 LB Total Load: TL-Rxn-A= 4837 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 2.53 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 895 LB Dead Load: DL-Rxn-B= 762 LB Total Load: TL-Rxn-B= 1657 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.87 IN Beam Data: Center Span Length: 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= 210 PLF Dead Load: wD-2= 155 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 373 PLF Point Load 1 Live Load: PL1-2= 2755 LB Dead Load: PD1-2= 1698 LB Location(From left end of span): X1-2= 0.5 FT Point Load 2 Live Load: PL2-2= 267 LB Dead Load: PD2-2= 470 LB Location(From left end of span): X2-2= 1.75 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'= 1107 PSI Adjustment Factors: Cd=1.00 CF=1.10 Cr=1.15 Fv': Fv'= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2425 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= 1370 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= 26.29 IN3 S= 64.17 IN3 Area(Shear): Areq= 29.35 IN2 A= 41.63 IN2. Moment of Inertia(Deflection):. Ireq= 27.00 IN4 1= 296.79 IN4 - Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.12 ti By:Joe ,ATA on: 09-14-2007 :3:55:06 PM Project: LLOYD(0544)-Location: (24) 12'HDR. @ C.O. KITCHEN/LIVING ) Summary: (3) 1.75 IN x 9.25 IN x 12.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:69.3% Controlling Factor: Moment of Inertia/Depth Required 7.76 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= 0.17 IN=U852 Total Load: TLD-Center= 0.28 IN =U508 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2547 LB Dead Load: DL-Rxn-A= 1862 LB Total Load: TL-Rxn-A= 4410 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.12 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1307 LB Dead Load: DL-Rxn-B= 870 LB Total Load: TL-Rxn-B= 2177 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.55 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= 1.00 Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 203 PLF Dead Load: wD-2= , 118 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 336 PLF Point Load 1 Live Load: PL1-2= 1418 LB Dead Load: PD1-2= 1134 LB Location(From left end of span): X1-2= 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= 7046 FT-LB 5.52 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= 4168 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= 31.39 IN3 S= 74.87 IN3 Area(Shear): Areq= 21.93 IN2 A= 48.56 IN2 Moment of Inertia(Deflection): Ireq= 204.54 IN4 1= 346.26 IN4 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)]Ver: 7.01.12 ti By:Joe ,ATA on:09-14-2007 :3:55:04 PM Project: LLOYD(0544)-Location: (23)6.75'HDR. @ DOOR TO SCREEN PORCH - Summary: 13) 1.75 IN x 7.25 IN x 6.75 FTC/1.9E Microlam-iLevel Trus Joist Section Adequate Bv: 132.7% Controlling Factor:Area/Depth Required 5.45 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— 0.06 IN=U1326 Total Load: TLD-Center= 0.11 IN= U708 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1788 LB Dead Load: DL-Rxn-A= 1533 LB Total Load: TL-Rxn-A= 3321 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.84 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1000 LB Dead Load: DL-Rxn-B= 903 LB Total Load: TL-Rxn-B= 1903 LB Bearing Length Required (Beam only,support capacity not checked): BL-B= 0.48 IN Beam Data: Center Span Length: L2= 6.75 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.75 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= 203 PLF Dead Load: wD-2= 181 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 396 PLF Point Load 1 Live Load: PL1-2= 1418 LB Dead Load: PD1-2= 1134 LB Location(From left end of span): X1-2= 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'= 2785 PSI Adjustment Factors: Cd=1.00 CF=1.07 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 4575 FT-LB 1.958 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= 3107 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= 19.72 IN3 S= 45.99 IN3 Area(Shear): Areq= 16.35 IN2 A= 38.06 IN2 Moment of Inertia(Deflection): Ireq= 70.63 IN4 1= 166.72 IN4 Uniformly Loaded Floor Beam[AISC 9th Ed ASD 1 Ver: 7.01.12 By:Joe ,ATA on:09-14-2007 : 3:52:17 PM Project: LLOYD(0544)-Location: (A) 13.25'.GIRT BELOW'KITCHEN/DINING 1 Summary: A992-50 W10x19 x 13.25,17L Section Adequate By: 144.9% Controlling Factor: Moment of Inertia Deflections: Dead Load: DLD= 0.06 IN Live Load: LLD= 0.15 IN = U1033 Total Load: TLD= 0.22 IN = U735 Reactions(Each End): Live Load: LL-Rxn= 4108 LB Dead Load: DL-Rxn= 1666 LB Total Load: TL-Rxn= 5774 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.70 IN Beam Data: Span: L= 13.25 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= 7.5 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 8.0 FT Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 620 PLF Beam Self Weight: BSW= 19 PLF Beam Total Dead Load: wD= 252 PLF Total Maximum Load: wT= 872 PLF Properties for:W10x19/A992-50 Yield Stress: Fy= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.20 IN Web Thickness: tw= 0.25 IN Flange Width: bf= 4.02 IN Flange Thickness: tf= 0.40 IN Distance to Web Toe of Fillet: k= 0.70 IN ?a• Moment of Inertia About X-X Axis: Ix= 96.30 IN4 Section Modulus About X-X Axis: Sx= 18.80 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.04 1N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 5.09 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 40.80 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 3.6 FT Allowable Bending Stress: Fb= 33.0 KSI Web Height to Thickness Ratio: h/tw= 37.64 Limiting Web Height to Thickness Ratio for Fv=.4"Fy: h/tw-Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Controlling Moment: M= 19125 FT-LB Nominal Moment Strength: Mr= 51700 FT-LB Controlling Shear: V= 5774 LB Nominal Shear Strength: Vr= 51000 LB Moment of Inertia(Deflection): Ireq= 39.32 IN4 1= 96.30 IN4 t a r Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 7.01.12 +� By:Joe,ATA on: 09-14-2007 :3:55:43 PM Project: LLOYD(0544)-Location: (B).17.25'.GIRT BELOW LIVING ROOM Summary: A992-50 W10x19 x 17.25 FT Section Adequate By:26.5% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.16 IN Live Load: LLD-Center= 0.39 IN = U535 Total Load: TLD-Center= 0.55 IN = U379 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4982 LB Dead Load: DL-Rxn-A= 2036 LB Total Load: TL-Rxn-A= 7019 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.70 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4483 LB Dead Load: DL-Rxn-B= 1849 LB Total Load: TL-Rxn-B= 6332 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.70 IN Beam Data: Center Span Length: L2= 17.25 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 17.25 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 19 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 620 PLF Left Dead Load: TRD-Left-1-2= 233 PLF Right Live Load: TRL-Riqht-1-2= 620 PLF Right Dead Load: TRD-Right-1-2= 233 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 7.0 FT Load Length: C-1-2= 7.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 500 PLF Left Dead Load: TRD-Left-2-2= 188 PLF Right Live Load: TRL-Riqht-2-2= 500 PLF Right Dead Load: TRD-Right-2-2= 188 PLF Load Start: A-2-2= 7.0 FT Load End: B-2-2= 17.25 FT Load Length: C-2-2= 10.25 FT Properties for:W10x19/A992-50 Yield Stress: Fy= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.20 IN Web Thickness: tw= 0.25 IN Flange Width: bf= 4.02 IN Flange Thickness: tf= 0.40 IN Distance to Web Toe of Fillet: k= 0.70 IN Moment of Inertia About X-X Azis: lx= 96.30 IN4 Section Modulus About X-X Axis: Sx= 18.80 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= 5.09 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 40.80 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66'Fy: Lc= 3.6 FT Allowable Bending Stress: Fb= 33.0 KSI Web Height to Thickness Ratio: h/tw= 37.64 Limiting Web Height to Thickness Ratio for Fv=.4'Fy: h/tw-Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison:_ Controlling Moment: M= 28355 FT-LB 8.28 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 51700 FT-LB Controlling Shear: V= 7019 LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 x i i Paqe:27 Multi-Loaded Beam[AISC 9th Ed ASD Ver:7.01.12 By:Joe,ATA on:09-14-2007 : 3:55:44 PM Project: LLOYD(0544)- Location: (B) 17.25'GIRT BELOW LIVING ROOM Nominal Shear Strenqth: Vr= 51000 LB Moment of Inertia(Deflection): Ireq= 76.15 IN4 1= 96.30 IN4 Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver:7.01.12 By:Joe,ATA on: 09-14-2007 : 3:55:32 PM Project: LLOYD(0544)-Location: (39) 16'.BM..BELOW.WALL @ KIT/HALULIVG Summary: A992-50 W10x26 x 16.0 FT Section Adequate By:18.3% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.20 IN Live Load: LLD-Center= 0.34 IN=U561 Total Load: TLD-Center= 0.54 IN=U355 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 7190 LB Dead Load: DL-Rxn-A= 4438 LB Total Load: TL-Rxn-A= 11628 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-A= 0.74 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 6152 LB Dead Load: DL-Rxn-B= 3453 LB Total Load: TL-Rxn-B= 9605 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.74 IN Beam Data: Center Span Lenqth: L2= 16.0 FT Center Span Unbraced Lenqth-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 16.0 FT Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 54 PLF Dead Load: wD-2= 20 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT-2= 100 PLF Point Load 1 Live Load: PL1-2= 3000 LB Dead Load: PD1-2= 1900 LB Location(From left end of span): X1-2= 6.75 FT Point Load 2 Live Load: PL2-2= 1000 LB Dead Load: PD2-2= 700 LB Location(From left end of span): X2-2= 10.25 FT Point Load 3 Live Load: PL3-2= 3000 LB Dead Load: PD3-2= 1100 LB Location (From left end of span): X3-2= 10.75 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 203 PLF Left Dead Load: TRD-Left-1-2= 118 PLF Riqht Live Load: TRL-Riqht-1-2= 203 PLF Riqht Dead Load: TRD-Right-1-2= 118 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 6.75 FT Load Lenqth: C-1-2= 6.75 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 203 PLF Left Dead Load: TRD-Left-2-2= 118 PLF Right Live Load: TRL-Riqht-2-2= 203 PLF Riqht Dead Load: TRD-Right-2-2= 118 PLF Load Start: A-2-2= 10.25 FT Load End: B-2-2= 16.0 FT Load Lenqth: C-2-2= 5.75 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 490 PLF Left Dead Load: TRD-Left-3-2= 330 PLF Right Live Load: TRL-Riqht-3-2= 490 PLF Riqht Dead Load: TRD-Right-3-2= 330 PLF Load Start: A-3-2= 0.0 FT Load End: B-3-2= 6.0 FT Load Lenqth: C-3-2= 6.0 FT Properties for:W10x26/A992-50 Yield Stress: Fy= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.30 IN Web Thickness: tw= 0.26 IN Flanqe Width: bf= 5.77 IN Flange Thickness: tf= 0.44 IN Distance to Web Toe of Fillet: k= 0.74 IN Moment of Inertia About X-X Axis: Ix= 144.00 IN4 Section Modulus About X-X Axis: Sx= 27.90 IN3 i 6 Page:23 4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 7.01..12 By:Joe,ATA on: 09-14-2007: 3:55:32 PM Project: LLOYD(0544)-Location: (39) 16'BM. BELOW WALL Cil KIT/HALULIVG Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.55 IN Design Properties per AISC Steel Construction Manual Flange Buckling Ratio: FBR= 6.56 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 39.62 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 0.0 FT Limitinq Unbraced Length for Fb=.66"Fy: Lc= 5.17 FT Allowable Bending Stress: Fb= 33.0 KSI Web Height to Thickness Ratio: h/tw= 36.23 Limitinq Web Height to Thickness Ratio for Fv=.4'Fy: h/tw-Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Controlling Moment: M= 50329 FT-LB 6.72 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= 76725 FT-LB Controlling Shear: V= 11628 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= 53560 LB Moment of Inertia(Deflection): Ireq= 121.77 IN4 1= 144.00 IN4 r • Uniformly Loaded Floor Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.12 • By:Joe ,ATA on:09-14-2007:3:52:11 PM Project: LLOYD(0544)-Location: (40).10''BM. BELOW BAY @ STUDY Summary: (2) 1.75 IN x 9.25 IN x 10.0 FT%/1.9E Microlam-iLevel Trus Joist Section Adequate By: 50.3% Controlling Factor: Moment of Inertia/Depth Required 8.08 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= 0.19 IN=U632 Total Load: TLD= 0.27 IN=U451 Reactions(Each End): Live Load: LL-Rxn= 1850 LB Dead Load: DL-Rxn= 744 LB Total Load: TL-Rxn= 2594 LB Bearing Length Required (Beam only,support capacity not checked): BL= 0.99 IN Beam Data: Span: L= 10.0 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= 7.5 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 1.75 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 370 PLF Beam Self Weight: BSW= 10 PLF Beam Total Dead Load: wD= 149 PLF Total Maximum Load: wT= 519 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'= 2694 PSI Adjustment Factors: Cd=1.00 CF=1.04 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 6486 FT-LB 5.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2231 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= 28.89 IN3 S= 49.91 IN3 Area(Shear): Areq= 11.74 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 153.59 IN4 1= 230.84 IN4 4 n • Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 7.01.12 By:Joe ,ATA on:09-14-2007: 3:55:55 PM Project: LLOYD(0544)-Location: (D) 15.25'GIRT BELOW HALUPWDR/COATS Summary: A992-50 W 10x26 x 15.25 FT, Section Adequate By:27.7% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center- 0.17 IN Live Load: LLD-Center= 0.31 IN = U599 Total Load: TLD-Center= 0.48 IN = U383 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 7310 LB Dead Load: DL-Rxn-A= 4131 LB Total Load: TL-Rxn-A= 11441 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.74 IN Center Span Right End Reactions(Support B): µ Live Load: LL-Rxn-B= 7619 LB Dead Load: DL-Rxn-B= 4353 LB Total Load: TL-Rxn-B= 11972 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.74 IN Beam Data: Center Span Length: L2= 15.25 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.25 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= f 0 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT-2= 26 PLF Point Load 1 Live Load: PL1-2= 1500 LB Dead Load: PD1-2= 700 LB Location (From left end of span): X1-2= 3.75 FT Point Load 2 Live Load: PL2-2= 800 LB ' Dead Load: PD2-2= 400 LB Location(From left end of span): X2-2= 9.75 FT Point Load 3 Live Load: PL3-2= 700 LB Dead Load: PD3-2= 400 LB Location(From left end of span): X3-2= 11.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 625 PLF Left Dead Load: TRD-Left-1-2= 348 PLF Right Live Load: TRL-Right-1-2= 625 PLF Right Dead Load: TRD-Right-1-2= 348 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 3.75 FT Load Length: C-1-2= 3.75 FT Trapezoidal Load 2 Left Live Load: - TRL-Left-2-2= 835 PLF Left Dead Load: TRD-Left-2-2= 460 PLF Right Live Load: TRL-Right-2-2= 835 PLF Right Dead Load: TRD-Right-2-2= 460 PLF Load Start: A-2-2= 3.75 FT Load End: B-2-2= 9.75 FT Load Length: C-2-2= 6.0 FT Trapezoidal Load 3 Left Live Load:, TRL-Left-3-2= 975 PLF Left Dead Load: TRD-Left-3-2= 535 PLF Right Live Load: TRL-Right-3-2= 975 PLF Right Dead Load: TRD-Right-3-2= 535 PLF Load Start: _ r A-3-2= 9.75 FT Load End: B-3-2= 11.5 FT Load Length: C-3-2= 1.75 FT Trapezoidal Load 4 Left Live Load: TRL-Left-4-2= 765 PLF Left Dead Load: TRD-Left-4-2= 423 PLF Right Live Load: TRL-Right-4-2= 765 PLF Right Dead Load: TRD-Right-4-2= 423 PLF Load Start: A-4-2= .11.5 FT Load End: B-4-2= 15.25 FT Load Length: ' C-4-2= 3.75 FT - Properties for:W10x26/A992-50 Yield Stress: Fy= 50 KSI Page: 31 < Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 7.01.12 Bv:Joe,ATA on: 09-14-2007: 3:55:55 PM Project: LLOYD(0544)-Location: (D) 15.25'GIRT BELOW HALUPWDR/COATS Modulus of Elasticity: E 29000 KSI Depth: d= 10.30 IN Web Thickness: tw= 0.26 IN Flange Width: r bf= 5.77 IN Flange Thickness: tf= 0.44 IN Distance to Web Toe of Fillet: k= 0.74 IN Moment of Inertia About X-X Axis: Ix= 144.00 IN4 Section Modulus About X-X Axis: Sx= 27.90 IN3 Radius of Gvration of Compression Flange+ 1/3 of Web: rt= 1.55 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.56 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 39.62 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 0.0 FT Limitinq Unbraced Length for Fb=.66"Fy: Lc= 5.17 FT Allowable Bending Stress: Fb= 33.0 KSI Web Height to Thickness Ratio: h/tw= 36.23 Limitinq Web Height to Thickness Ratio for Fv=.4`Fy: h/tw-Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Controlling Moment: M= 47302 FT-LB 7.93 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= 76725 FT-LB Controlling Shear: V= 11972 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= 53560 LB Moment of Inertia(Deflection): Ireq= 112.79 IN4 1= 144.00 IN4 i Uniformly Loaded Floor Beam[AISC 9th Ed ASD 1 Ver: 7.01.12 Bv:Joe ,ATA on: 09-14-2007 : 3:52:22 PM Project: LLOYD(0544)-Location: (E) 13'GIRT BELOW KITCHEN/LAUNDRY, Summary: A992-50 W10x12 x 13.0 Ff Section Adequate By:42.4% Controlling Factor: Moment of Inertia Deflections: Dead Load: DLD= 0.12 IN Live Load: LLD= 0.25 IN=U631 Total Load: TLD= 0.37 IN = U427 Reactions(Each End): Live Load: LL-Rxn= 3900 LB Dead Load: DL-Rxn= 1865 LB Total Load: TL-Rxn= 5765 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.51 IN Beam Data: Span: L= 13.0 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= 8.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 7.0 FT Wall Load: WALL= 50 PLF Beam Loading: Beam Total Live Load: wL= 600 PLF Beam Self Weight: BSW= 12 PLF Beam Total Dead Load: wD= 287 PLF Total Maximum Load: wT= 887 PLF Properties for:W10x12/A992-50 Yield Stress: Fv= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 9.87 IN Web Thickness: tw= 0.19 IN Flange Width: bf= 3.96 IN Flange Thickness: tf= 0.21 IN Distance to Web Toe of Fillet: k= 0.51 IN Moment of Inertia About X-X Axis: Ix= 53.80 IN4 Section Modulus About X-X Axis: Sx= 10.90 IN3 Radius of Gvration of Compression Flange+ 1/3 of Web: rt= 0.98 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 9.43 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 51.95 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66'Fy: Lc= 2.81 FT Allowable Bending Stress: Fb= 32.83 KSI Web Height to Thickness Ratio: h/tw= 49.74 Limiting Web Height to Thickness Ratio for Fv=.4'Fy: h/tw-Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Controlling Moment: M= 18738 FT-LB Nominal Moment Strength: Mr= 29823 FT-LB Controlling Shear: V= 5766 LB Nominal Shear Strength: Vr= 37506 LB Moment of Inertia(Deflection): Ireq= 37.79 IN4 1= 53.80 IN4 r Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver: 7.01.12 Bv:Joe ,ATA on:09-14-2007 : 3:55:49 PM Project: LLOYD(0544)-Location: (C) 16.75'GIRT @,EDGE OF,STAIRS Summary: A992-50 W10x22 x 16.75 FT1 Section Adequate By:37.9%, Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center- 0.16 IN Live Load: LLD-Center= 0.33 IN=U612 Total Load: TLD-Center= 0.49 IN=U414 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4195 LB Dead Load: DL-Rxn-A= 2183 LB Total Load: TL-Rxn-A= 6378 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.66 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 5533 LB Dead Load: DL-Rxn-B= 2526 LB Total Load: TL-Rxn-B= 8059 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.66 IN Beam Data: Center Span Length: L2= 16.75 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 16.75 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 22 PLF Total Load: wT-2= 22 PLF Point Load 1 Live Load: _ PL1-2= 700 LB Dead Load: PD1-2= 400 LB Location(From left end of span): X1-2= 0.5 FT Point Load 2 Live Load: PL2-2= 700 LB Dead Load: PD2-2= 400 LB Location(From left end of span): X2-2= 3.75 FT Point Load 3 Live Load: PL3-2= 700 LB Dead Load: PD3-2= 400 LB Location(From left end of span): X3-2= 6.0 FT Point Load 4 Live Load: PL4-2= 1000 LB Dead Load: PD4-2= 700 LB Location (From left end of span): X4-2= 11.0 FT Point Load 5 Live Load: PL5-2= 2000 LB Dead Load: PD5-2= 700 LB Location (From left end of span): X5-2= 11.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 60 PLF Left Dead Load: TRD-Left-1-2= 23 PLF Right Live Load: TRL-Riqht-1-2= 60 PLF Right Dead Load: TRD-Right-1-2= 23 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 6.0 FT Load Length: C-1-2= 6.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 290 PLF Left Dead Load: TRD-Left-2-2= 109 PLF Right Live Load: TRL-Riqht-2-2= 290 PLF Right Dead Load: TRD-Right-2-2= 109 PLF - Load Start: A-2-2= 6.0 FT Load End: B-2-2= 11.0 FT Load Length: C-2-2= 5.0 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 490 PLF Left Dead Load: TRD-Left-3-2= 184 PLF Right Live Load: TRL-Riqht-3-2= 490 PLF Right Dead Load: TRD-Right-3-2= 184 PLF Load Start: A-3-2= 11.0 FT Load End: B-3-2= 16.75 FT Load Length: C-3-2= 5.75 FT Properties for:W10x22/A992-50 Yield Stress: Fy= 50 KSI F Page: 29 Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver: 7.01.12 Bv:Joe,ATA on: 09-14-2007 : 3:55:49 PM Project: LLOYD(0544)-Location: (C) 16.75'GIRT @ EDGE OF STAIRS 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= 9.19 Web Buckling Ratio: WBR= 42.50 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 5.15 FT Allowable Bending Stress: Fb= 33.0 KSI Web Height to Thickness Ratio: h/tw 39.5 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Controlling Moment: M= 34791 FT-LB 10.888 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= 63800 FT-LB Controlling Shear: V= 8059 LB 16.75 Ft from 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— 48960 LB Moment of Inertia(Deflection): Ireq= 85.56 IN4 1= 118.00 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.12 By:Joe,ATA on:09-14-2007 : 3:55:27 PM Proiect: LLOYD(0544)-Location: (3%15'BM. BELOW C.O. OF DINING/LIVING Summary: (2.) 1.75 IN x 11.875 IN x 15.0'FT /,1.9E Microlam-iLevel Trus Joist Section Adequate By: 56.7% Controlling Factor:Area/Depth Required 9.96 In 'Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.12 IN Live Load: LLD-Center= 0.23 IN =U769 Total Load: TLD-Center= 0.35 IN =U508 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3628 LB Dead Load: DL-Rxn-A= 1777 LB Total Load: TL-Rxn-A= 5406 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 2.06 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2291 LB Dead Load: DL-Rxn-B= 1172 LB Total Load: TL=Rxn-B= 3462 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.32 IN Beam Data: Center Span Length: L2= 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= 54 PLF Dead Load: wD-2= 20 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 87 PLF Point Load 1 Live Load: PL1-2= 3000 LB Dead Load: PD1-2= 1400 LB Location(From left end of span): X1-2= 1.0 FT Point Load 2 Live Load: PL2-2= 1500 LB Dead Load: PD2-2= 700 LB Location(From left end of span): X2-2= 13.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 203 PLF Left Dead Load: TRD-Left-1-2= 118 PLF Right Live Load: TRL-Riqht-1-2= 203 PLF Right Dead Load: TRD-Right-1-2= 118 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 1.0 FT Load Length: C-1-2= 1.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 203 PLF Left Dead Load: TRD-Left-2-2= 118 PLF Right Live Load: TRL-Riqht-2-2= 203 PLF Right Dead Load: TRD-Right-2-2= 118 PLF Load Start: A-2-2= 13.0 FT Load End: B-2-2= 15.0 FT Load Length: C-2-2= 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'= 2604 PSI - Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 7252 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 Controlling Shear: V= 5038 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= 33.42 IN3 S= 82.26 'IN3 Page:21 Multi-Loaded Beam(99 BOCA National Buildinq Code(97 NDS)]Ver:7.01.12 By:Joe ,ATA on: 09-14-2007 : 3:55:27 PM Project: LLOYD(0544)-Location: (38) 15'BM. BELOW C.O. OF DINING/LIVING Area(Shear): Areq= 26.52 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 288.54 IN4 1= 488.41 IN4 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)]Ver: 7.01.12 i Bv:Joe ,ATA on: 09-14-2007 : 3:55:23 PM ` Project: LLOYD(0544)-Location: (35)10'BM. @ ENDS OF BASEM'T.STAIRS ' Summary: 1.75 IN x 11.875 IN x 10.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:59.0% Controlling Factor: Section Modulus/Depth Required 9.42 In Center Span Deflections: Dead Load: DLD-Center= 0.07 IN Live Load: LLD-Center= 0.11 IN =U1099 Total Load: TLD-Center= 0.18 IN =U658 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 722 LB Dead Load: DL-Rxn-A= 455 LB Total Load: TL-Rxn-A= 1177 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.90 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 947 LB Dead Load: DL-Rxn-B= 717 LB Total Load: TL-Rxn-B= 1664 LB Bearing Length Required (Beam only,support capacity not checked): BL-B= 1.27 IN Beam Data: Center Span Length: 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 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= 54 PLF Dead Load: wD-2= 20 PLF Beam Self Weight: BSW= 6 PLF Total Load: wT-2= 80 PLF Point Load 1 Live Load: PL1-2= 1129 LB Dead Load: PD1-2= 707 LB Location(From left end of span): X1-2= 6.0 FT 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-Riqht-1-2= 0 PLF Right Dead Load: TRD-Right-1-2= 50 PLF Load Start: A-1-2= 6.0 FT Load End: B-1-2= 10.0 FT Load Length: C-1-2= 4.0 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= 5612 FT-LB 6.0 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=, 1547 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= 25.87 IN3 S= 41.13 IN3 Area(Shear): Areq= 8.14 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 111.32 IN4 1= 244.21 IN4 Uniformly Loaded Floor Beamj'99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.12 Bv:Joe ,ATA on:09-14-2007 : 3:52:10 PM Project: LLOYD(0544)-Location: (36)7.75' BM. @ SIDE OF FIREPLACE ` Summary: 1.75 IN x 11.875 IN x 7.75 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:405.3% Controlling Factor:Section Modulus/Depth Required 6.06 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.02 IN=U4090 Total Load: TLD= 0.04 IN= U2260 Reactions(Each End): Live Load: LL-Rxn= 504 LB Dead Load: DL-Rxn= 408 LB Total Load: TL-Rxn= 912 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.69 IN Beam Data: Span: L= 7.75 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 300 Floor Loadinq: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 3.25 FT Floor Live Load-Side Two: LL2 0.0 PSF Floor Dead Load-Side Two: DL2= 0.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 50 PLF Beam Loadinq: Beam Total Live Load: wL= 130 PLF Beam Self Weiqht: BSW= 6 PLF Beam Total Dead Load: wD= 105 PLF Total Maximum Load: wT= 235 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'= 2604 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= . 1766 FT-LB 3.875 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 693 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= 8.14 IN3 S= 41.13 IN3 Area (Shear): Areq= 3.65 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 32.41 IN4 1= 244.21 IN4 i t Multi-Loaded Beamf 99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.12 By:Joe,ATA on:09-14-2007 : 3:55:25 PM ` Project: LLOYD(0544)-Location: (37) 15'BM. @ EDGE OF HEARTH Summary: (2) 1.75 IN x 11.875 IN x 15.0 FT`/1.9E Microlam-iLevel Trus Joist Section Adequate By: 122.7% Controllinq Factor: Moment of Inertia/Depth Required 9.09 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- 0.13 IN=U1370 Total Load: TLD-Center= 0.22 IN=U802 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 632 LB Dead Load: DL-Rxn-A= 431 LB Total Load: TL-Rxn-A= 1063 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-A= 0.40 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 682 LB Dead Load: DL-Rxn-B= 472 LB Total Load: TL-Rxn-B= 1154 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.44 IN Beam Data: Center Span Lenqth: 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 Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading:. Uniform Load: Live Load: wL-2= 54 PLF Dead Load: wD-2= 20 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 87 PLF Point Load 1 Live Load: PL1-2= 504 LB Dead Load: PD1-2= 408 LB Location(From left end of span): X1-2= 8.25 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'= 2604 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 5808 FT-LB 8.25 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= 1076 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= 26.77 IN3 S= 82.26 IN3 Area(Shear): Areq= 5.66 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 219.31 IN4 1= 488.41 IN4 Uniformly Loaded Floor Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.12 Bv:Joe ,ATA on:09-14-2007 : 3:52:08 PM Project: LLOYD(0544)-Location: (34).10.75'BM. @ EDGE OF BASEM'T. STAIRS Summary: .1.75 IN x 11.875 IN x 10.75 FT+/1.9E Microlam-iLevel Trus Joist Section Adequate By: 80.9% Controlling Factor: Section Modulus/Depth Required 9.51 In Deflections: Dead Load: DLD= 0.09 IN Live Load: LLD= 0.14 IN= U949 Total Load: TLD= 0.22 IN =U583 Reactions(Each End): Live Load: LL-Rxn= 1129 LB Dead Load: DL-Rxn= 707 LB Total Load: TL-Rxn= 1836 LB Bearing Length Required(Beam only, support capacity not checked): BL= 1.40 IN Beam Data: Span: L= 10.75 FT Unbraced Lenqth-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= 70.0 PSF Floor Dead Load-Side One: DL1= 25.0 PSF Tributary Width-Side One: TW1= 3.0 FT Floor Live Load-Side Two: LL2= 0.0 PSF Floor Dead Load-Side Two: DL2= 0.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 50 PLF Beam Loadinq: Beam Total Live Load: wL= 210 PLF Beam Self Weiqht: BSW= 6 PLF Beam Total Dead Load: wD= 131 PLF Total Maximum Load: wT= 341 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'= 2604 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 4933 FT-LB 5.375 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1505 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= 22.74 IN3 S= 41.13 IN3 Area(Shear): Areq= 7.92 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 125.58 IN4 1= 244.21 IN4 Multi-Span Roof Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.12 By:Joe ,ATA on:09-14-2007 : 3:56:01 PM Project:LLOYD (0544)-Location`(7) 12.25'_STR. RFTR.@ FR. DRMR. LEFT Summary: -� (2) 1.75 IN x 9.25 IN x 12.25 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:42.1% Controllinq Factor: Section Modulus/Depth Required 7.92 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= 0.27 IN =U540 Total Load: TLD-Center= 0.46 IN=U319 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1286 LB Dead Load: DL-Rxn-A= 902 LB Total Load: TL-Rxn-A= 2188 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-A= 0.83 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 849 LB Dead Load: DL-Rxn-B= 613 LB Total Load: TL-Rxn-B= 1462 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.56 IN Beam Data: Center Span Lenqth: L2= 12.25 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.25 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof: RP= 9. : 12 Live Load Deflect. Criteria: L/ 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: wL-2= 40 PLF Total Dead Load (Adjusted for Roof Pitch): wD-2= 25 PLF Total Load: wT-2= 74 PLF Point Load Live Load: PL-2= 1650 LB Dead Load: PD-2= 1088 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'= 3098 PSI Adjustment Factors: Cd=1.15 CF=1.04 Fv': Fv'= 328 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controllinq Moment: M= 9065 FT-LB 4.533 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= 2134 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= 35.11 IN3 S= 49.91 IN3 Area (Shear): Areq= 9.76 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 144.93 IN4 1= 230.84 IN4 Multi-Span Roof Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.12 By:Joe ,ATA on: 09-14-2007 : 3:56:03 PM Proiect: LLOYD(0544)-Location:.(8) 12.25'STR._RFTR .@.FR. DRMR..RIGHT Summary: '1.75 IN x 9.25 IN x 12.25 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:61.4% Controlling Factor: Section Modulus/Depth Required 7.73 In Center Span Deflections: Dead Load: DLD-Center= 0.17 IN Live Load: LLD-Center= 0.26 IN=U575 Total Load: TLD-Center= 0.43 IN=U343 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 622 LB Dead Load: DL-Rxn-A= 423 LB Total Load: TL-Rxn-A= 1045 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 0.80 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 463 LB Dead Load: DL-Rxn-B= 322 LB Total Load: TL-Rxn-B= 785 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.60 IN Beam Data: Center Span Lenqth: L2= 12.25 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.25 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof: RP= 9. : 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= 5 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 40 PLF Total Dead Load (Adjusted for Roof Pitch): wD-2= 25 PLF Total Load: wT-2= 69 PLF Point Load Live Load: PL-2= 600 LB Dead Load: PD-2= 380 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'= 3098 PSI Adjustment Factors: Cd=1.15 CF=1.04 Fv': Fv'= 328 PSI Adiustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 3992 FT-LB 4.533 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= 994 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= 15.46 IN3 S= 24.96 IN3 Area(Shear): Areq= 4.55 IN2 A= 16.19 IN2 Moment of Inertia (Deflection): Ireq= 67.32 IN4 1= 115.42 IN4 Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.12 By:Joe ,ATA on: 09-14-2007 : 3:53:02 PM Proiect: LLOYD'(0544)-Location: (9) 12'BM.@ CLG. BEDROOM 3/REAR GABLE t Summary: (3) 1.751N x 11.25 IN x 12.0 FT /1.9E'Microlam-_iLevel Trus Joist' Section Adequate By:48.9% Controlling Factor: Moment of Inertia/Depth Required 9.85 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=U727 Total Load: TLD= 0.32 IN = U447 Reactions(Each End): Live Load: LL-Rxn= 3015 LB Dead Load: DL-Rxn= 1894 LB Total Load: TL-Rxn= 4909 LB Bearing Length Required(Beam only,support capacity not checked): BL= 1.25 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 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= 12.25 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two: RDL2= 0.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 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= 6.75 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= 230 PLF Floor Uniform Live Load: wL-floor 135 PLF Floor Uniform Dead Load: wD-floor- 68 PLF Beam Self Weight: BSW= 18 PLF Combined Uniform Live Load: wL= 503 PLF Combined Uniform Dead Load: wD= 316 PLF Combined Uniform Total Load: wT= 818 PLF Controlling Total Design Load: wT-cont= 818 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'= 3016 PSI Adjustment Factors: Cd=1.15 CF=1.01 Fv': Fv'= 328 PSI Adiustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 14727 FT-LB 6.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 4222 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= 58.59 IN3 S= 110.74 IN3 Area (Shear): Areq= 19.32 IN2 A= 59.06 IN2 Moment of Inertia(Deflection): Ireq= 418.48 IN4 1= 622.92 IN4 i Roof Beam[99 BOCA National Building Code(97 NDS)I Ver: 7.01.12 By:Joe ,ATA on:09-14-2007 : 3:52:49 PM Project: LLOYD(0544)-Location: (10) 16.5' HIP @ SCREE_N PORCH Summary: (2) 1.75 IN x 11.25 IN x 16.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 96.4% Controlling Factor: Moment of Inertia/Depth Required 8.98 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Span Deflections: Dead Load: DLD-Center= 0.16 IN Live Load: LLD-Center= 0.26 IN =U754 Total Load: TLD-Center= 0.42 IN=U471 Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1365 LB Dead Load: DL-Rxn-A= 784 LB Total Load: TL-Rxn-A= 2149 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.82 IN Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 683 LB Dead Load: DL-Rxn-B= 443 LB Total Load: TL-Rxn-B= 1125 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.43 IN Beam Data: Span: L= 16.5 FT Maximum Unbraced Span: Lu= 0.0 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(HipNalley)-Side One: RL1= 11.7 FT Tributary Width Based on half span of rafters. Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Rafter Length(HipNalley)-Side Two: RL2= 11.7 FT Tributary Width Based on half span of rafters. Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 12 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 16.5 FT Beam Triangular Live Load Adjusted for Slope: TRL= 248 PLF Beam Triangular Dead Load Adjusted for Slope: TRD= 124 PLF Beam Uniform Dead Load Adjusted for Slope: wD_adj= 12 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'= 3016 PSI Adjustment Factors: Cd=1.15 CF=1.01 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 6911 FT-LB 8.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1840 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= 27.49 IN3 S= 73.83 IN3 Area (Shear): Areq= 8.42 IN2 A= 39.38 IN2 Moment of Inertia(Deflection): Ireq= 211.43 IN4 1= 415.28 IN4 Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.12 ` By:Joe ,ATA on: 09-14-2007 :3:52:53 PM Proiect: LLOYD(0544)-Location: (11),4.75'.HDR. @ SCREEN PORCH Summary: (3) 1.5 IN x 7.25 IN x 4.75 FT /#2-Spruce-Pine-Fir.-Dry Use Section Adequate By:29.3% Controlling Factor:Area/Depth Required 5.61 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.03 IN =U2250 Total Load: TLD= 0.04 IN = U1327 Reactions(Each End): Live Load: LL-Rxn= 1051 LB Dead Load: DL-Rxn=. 731 LB Total Load: TL-Rxn= 1782 LB Bearing Length Required (Beam only, support capacity not checked):- BL= 0.93 IN Beam Data: Span: L= 4.75 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 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= 11.5 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= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 6.75 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= 375 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 234 PLF Floor Uniform Live Load: wL-floor= 68 PLF Floor Uniform Dead Load: wD-floor= 68 PLF Beam Self Weight: BSW= 6 PLF Combined Uniform Live Load: wL= 443 PLF Combined Uniform Dead Load: wD= 308 PLF Combined Uniform Total Load: wT= 750 PLF Controlling Total Design Load: wT-cont= 750 PLF 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'= 1389 PSI Adjustment Factors: Cd=1.15 CF=1.20 Cr=1.15 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2116 FT-LB 2.375 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1354 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= 18.29 IN3 S= 39.42 IN3 Area(Shear): Areq= 25.24 IN2 A= 32.63 IN2 Moment of Inertia(Deflection): Ireq= 32.30 IN4 1= 142.90 IN4 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.12 Bv:Joe ,ATA on: 09-14-2007 :3:54:46 PM Project: LLOYD(0544)-Location:'(12) 10' BM. @ LIVING:ROOM CEILING Summary: (2) 1.75 IN x 11.875 IN x 10.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 51.9% Controllinq Factor:Area/Depth Required 7.82 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.03 IN Live Load: LLD-Center= 0.05 IN =U2262 Total Load: TLD-Center- 0.09 IN = U1391 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3473 LB Dead Load: DL-Rxn-A= 2193 LB Total Load: TL-Rxn-A= 5667 LB Bearinq Lenqth Required(Beam only,support capacity not checked): BL-A= 2.16 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 612 LB Dead Load: DL-Rxn-B= 380 LB Total Load: TL-Rxn-B= 992 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.38 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 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= 54 PLF Dead Load: wD-2= 20 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 87 PLF Point Load 1 Live Load: PL1-2= 3290 LB Dead Load: PD1-2= 2066 LB Location(From left end of span): X1-2= 1.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 255 PLF Left Dead Load: TRD-Left-1-2= 178 PLF Riqht Live Load: TRL-Riqht-1-2= 255 PLF Riqht Dead Load: TRD-Right-1-2= 178 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 1.0 FT Load Lenqth: C-1-2 1.0 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'= 2604 PSI Adjustment Factors:Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 - Design Requirements: Controllinq Moment: M= 5407 FT-LB 1.0 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= 5199 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= 24.92 IN3 S= 82.26 IN3 Area(Shear): Areq= 27.36 IN2 A= 41.56 IN2 Moment of Inertia(Deflection):. Ireq= 105.31 IN4 1= 488.41 IN4 Multi-Loaded Beamf AISC 9th Ed ASD)Ver: 7.01.12 Bv:Joe,ATA on:09-14-2007 :3:54:52 PM Project: LLOYD(0544)-Location: (13) 17.25' BM. @ LIVING,ROOM CEILING Summary: A992-50 W 10x26 z 17.25 FT Section Adequate By: 38.8% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.17 IN Live Load: LLD-Center= 0.33 IN= U632 Total Load: TLD-Center- 0.50 IN= U416 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 6012 LB Dead Load: DL-Rxn-A= 3050 LB Total Load: TL-Rxn-A= 9062 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.74 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 6033 LB Dead Load: DL-Rxn-B= 3171 LB Total Load: TL-Rxn-B= 9205 LB Bearing Length Required (Beam only,support capacity not checked): BL-B= 0.74 IN Beam Data: Center Span Length: L2= 17.25 FT Center Span Unbraced Lenqth-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 17.25 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 625 PLF Dead Load: wD-2= 300 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT-2= 951 PLF Point Load 1 Live Load: PL1-2= 612 LB Dead Load: PD1-2= 380 LB Location (From left end of span): X1-2= 14.25 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= R 90 PLF Left Dead Load: TRD-Left-1-2= 30 PLF Right Live Load: TRL-Riqht-1-2= 90 PLF Right Dead Load: TRD-Right-1-2= 30 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 7.25 FT Load Length: C-1-2= • 7.25 FT Properties for:W10x26/A992-50 Yield Stress: Fv= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.30 IN Web Thickness: tw= 0.26 IN Flange Width: bf= 5.77 IN Flange Thickness: ti tf= 0.44 IN Distance to Web Toe of Fillet: k= 0.74 IN Moment of Inertia About X-X Axis: Ix= 144.00 IN4 Section Modulus About X-X Axis: Sx= 27.90 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.55 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.56 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 39.62 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 5.17 FT Allowable Bending Stress: Fb= 33.0 KSI Web Height to Thickness Ratio: h/tw= 36.23 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Controlling Moment: M= 38438 FT-LB 8.625 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr- 76725 FT-LB Controlling Shear: V= 9205 LB 17.25 Ft from 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= 53560 LB Moment of Inertia(Deflection): Ireq= 103.72 IN4 1= 144.00 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.12 By:Joe ,ATA on: 09-14-2007 : 3:54:54 PM Project LLOYD(0544)-Location: (14),7.5' HDR.@ FRONT DOOR-7 Summary: _ (3) 1.75 IN x 9.5 IN x 7.5 FT /1.9E Microlam-iLevel Trus Joist I Section Adequate By:24.3% Controlling Factor: Section Modulus/Depth Required 8.52 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=U865 Total Load: TLD-Center= 0.17 IN = U543 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2310 LB Dead Load: DL-Rxn-A= 1277 LB Total Load: TL-Rxn-A= 3587 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= 4190 LB Dead Load: DL-Rxn-B= 2501 LB Total Load: TL-Rxn-B= 6691 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.70 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: L/ 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 240 PLF Dead Load: wD-2= 80 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT-2= 336 PLF Point Load 1 Live Load: PL1-2= 3473 LB Dead Load: PD1-2= 2193 LB Location (From left end of span): X1-2= 5.25 FT Point Load 2 Live Load: PL2-2= 1227 LB Dead Load: PD2-2= 868 LB Location(From left end of span): X2-2= 5.25 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= 14206 FT-L13 5.25 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=. 6439 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= 63.51 IN3 S= 78.97 IN3 Area (Shear): Areq= 33.89 IN2 A= 49.88 IN2 Moment of Inertia(Deflection): Ireq= 207.30 IN4 1= 375.10 IN4 i . f Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.12 By:Joe ,ATA on:09-14-2007 :3:54:55 PM Protect: LLOYD(0544)- Location: (15)6'BM. @ FRONT PORCH CEILING Summary: '1.75 IN x 11.875 IN x 6.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 177.1% Controlling Factor:Area/Depth Required 7.05 In Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center= 0.03 IN =U2802 Total Load: TLD-Center= 0.04 IN = U1640 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1227 LB Dead Load: DL-Rxn-A= 868 LB Total Load: TL-Rxn-A= 2095 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-A= 1.60 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1227 LB Dead Load: DL-Rxn-B= 868 LB Total Load: TL-Rxn-B= 2095 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.60 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= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2=. 409 PLF Dead Load: wD-2= 283 PLF Beam Self Weight: BSW= 6 PLF Total Load: wT-2= 698 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'= 2604 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controllinq Moment: M= 3143 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 Controllinq Shear: V= 1425 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= 14.49 IN3 S= 41.13 IN3 Area(Shear): Areq= 7.50 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 44.66 IN4 1= 244.21 IN4 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.12 Bv:Joe,ATA on:09-14-2007 :3:54:57 PM Project LLOYD(0544)-Location: (16) 10.5'BM. @ EDGE FRONT PORCH) Summary: J 3) 1.75 IN x 9.25 IN x 10.5 FT^/1.9E Microlam-iLevel Trus Joist Section Adequate Bv: 77.2% Controllinq Factor: Moment of Inertia/Depth Required 7.64 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= 0.11 IN=U1179 Total Load: TLD-Center= 0.24 IN =U532 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 911 LB Dead Load: DL-Rxn-A= 1335 LB Total Load: TL-Rxn-A= 2245 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= 1261 LB Dead Load: DL-Rxn-B= 1583 LB Total Load: TL-Rxn-B= 2844 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.72 IN Beam Data: Center Span Lenqth: L2= 10.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 10.5 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= 90 PLF Dead Load: wD-2= 180 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 285 PLF Point Load 1 Live Load: PL1-2= 1227 LB Dead Load: PD1-2= 868 LB Location(From left end of span): X1-2= 6.75 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 r Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 f' Design Requirements: Controllinq Moment: M= 8650 FT-LB 6.72 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= 2634 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= 38.53 IN3 S= 74.87 IN3 Area(Shear): Areq= 13.87 IN2 A= 48.56 IN2 Moment of Inertia(Deflection): Ireq= 195.38 IN4 1= 346.26 IN4 k f Uniformly Loaded Floor Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.12 By:Joe ,ATA on:09-14-2007:3:52:01 PM Project: LLOYD(0544)-Location: (17)5.75'BM. @ CLG. HALL-NEAR STUDY; Summary: 1'75 IN x 11.875 IN x 5.75 FT-/1.9E Microlam-iLevel Trus Joist Section Adequate By: 123.4% Controlling Factor:Area/Depth Required 7.8 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.03 IN = U2083 Total Load: TLD= 0.05 IN=U1398 Reactions(Each End): Live Load: LL-Rxn= 1797 LB Dead Load: DL-Rxn= 881 LB Total Load: TL-Rxn= 2678 LB Bearing Length Required (Beam only,support capacity not checked): BL= 2.04 IN Beam Data: Span: L= 5.75 FT Unbraced Lenqth-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= 50.0 PSF Floor Dead Load-Side One: DL1= 20.0 PSF Tributary Width-Side One: TW1= 7.5 FT Floor Live Load-Side Two: LL2 50.0 PSF Floor Dead Load-Side Two: DL2= ` 20.0 PSF Tributary Width-Side Two: TW2= 5.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 50 PLF Beam Loadinq: Beam Total Live Load: wL= 625 PLF Beam Self Weiqht: BSW= 6 PLF Beam Total Dead Load: wD= 306 PLF Total Maximum Load: wT= 931 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'= 2604 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controllinq Moment: M= 3850 FT-LB , 2.875 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1768 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 17.74 IN3 S= 41.13 IN3 Area(Shear): Areq= 9.30 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 52.42 IN4 1= 244.21 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.12 By:Joe,ATA on: 09-14-2007 :3:54:59 PM Project: LLOYD (0544)-Location: (18) 10.5'BM.@EDGE OF BAY IN STUDY - Summary: (3) 1.75 IN x 11.875 IN x 10.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 50.1% Controlling Factor: Section Modulus/Depth Required 10.05 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= 0.16 IN=L/777 Total Load: TLD-Center- 0.25 IN =U495 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4331 LB Dead Load: DL-Rxn-A= 2465 LB Total Load: TL-Rxn-A= 6796 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.73 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4331 LB Dead Load: DL-Rxn-B= 2465 LB Total Load: TL-Rxn-B= 6796 LB Bearing Length Required (Beam only,support capacity not checked): BL-B= 1.73 IN Beam Data: Center Span Length: L2= 10.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 10.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 300 Center Span Loading: Uniform Load: Live Load: wL-2= 825 PLF Dead Load: wD-2= 450 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 1294 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: Controlling Moment: M= 17840 FT-LB 5.25 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= 5573 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= 82.22 IN3 S= 123.39 IN3 Area(Shear): Areq= 29.33 IN2 A= 62.34 IN2 Moment of Inertia(Deflection): Ireq= 443.57 IN4 1= 732.62 IN4 d Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.12 Bv:Joe,ATA on:09-14-2007 : 3:55:00 PM Project: LLOYD(0544)-Location: (19) 14.75' BM. @ EDGE OF FIREPLACE CLG. Summary: _ 1.75 IN x 11.875 IN x 14.75 FT;/1.9E Microlam-iLevel Trus Joist Section Adequate By:38.4% Controlling Factor: Moment of Inertia/Depth Required 10.65 In Center Span Deflections: Dead Load: DLD-Center= 0.18 IN Live Load: LLD-Center= 0.18 IN=U1006 Total Load: TLD-Center- 0.36 IN = U498 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 509 LB Dead Load: DL-Rxn-A= 557 LB Total Load: TL-Rxn-A= 1065 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= 498 LB Dead Load: DL-Rxn-B= 553 LB Total Load: TL-Rxn-B= 1051 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.80 IN Beam Data: Center Span Length: L2= 14.75 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 14.75 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 54 PLF Dead Load: wD-2= 64 PLF Beam Self Weight: BSW= 6 PLF Total Load: wT-2= 124 PLF Point Load 1 Live Load: PL1-2= 210 LB Dead Load: PD1-2= 70 LB Location (From left end of span): X1-2= 7.0 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= 4399 FT-LB 7.08 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= 955 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= 20.28 IN3 S= 41.13 IN3 Area (Shear): Areq= 5.03 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 176.39 IN4 1= 244.21 IN4 Uniformly Loaded Floor Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.12 By:Joe,ATA on:09-14-2007 : 3:52:03 PM Project: LLOYD(0544)- Location: (20)9.25'HDR. @ FRENCH DOORS @ LIVING' Summary: (3) 1.75 IN x 7.25 IN x 9.25 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 53.1% Controllinq Factor: Moment of Inertia/Depth Required 6.29 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.11 IN Live Load: LLD= 0.13 IN= U837 Total Load: TLD= 0.24 IN=U459 Reactions(Each End): Live Load: LL-Rxn= 1179 LB Dead Load: DL-Rxn= 971 LB Total Load: TL-Rxn= 2150 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.55 IN Beam Data: Span: L= 9.25 FT Unbraced Lenqth-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= 30.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: 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= 1.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 113 PLF Beam Loadinq: Beam Total Live Load: wL= 255 PLF Beam Self Weight: BSW= 12 PLF Beam Total Dead Load: wD= 210 PLF Total Maximum Load: wT= 465 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'= 2785 PSI Adjustment Factors: Cd=1.00 CF=1.07 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: r M= 4972 FT-LB 4.625 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1892 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= 21.43 IN3 S= 45.99 IN3 Area(Shear): Areq= 9.96 IN2 A= 38.06 IN2 Moment of Inertia(Deflection): Ireq= 108.91 IN4 1= 166.72 IN4 S Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.12 w. By:Joe ,ATA on: 09-14-2007 :3:55:02 PM Project: LLOYD(0544)-Location: (21)3.25'HDR. @ LIVING ROOM WINDOWS Summary: (3) 1.75 IN x 7.25 IN x 3.25 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 117.6% Controllinq Factor:Area/Depth Required 4.5 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=U3168 Total Load: TLD-Center= 0.02 IN=U1908 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2159 LB Dead Load: DL-Rxn-A= 1437 LB Total Load: TL-Rxn-A= 3596 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= 1505 LB Dead Load: DL-Rxn-B= 1026 LB Total Load: TL-Rxn-B= 2531 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.64 IN Beam Data: Center Span Lenqth: 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= 255 PLF Dead Load: wD-2= 198 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 465 PLF Point Load 1 Live Load: PL1-2= 2835 LB Dead Load: PD1-2= 1781 LB Location(From left end of span): X1-2= 1.25 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= 4104 FT-LB 1.268 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= 3324 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= 17.69 IN3 S= 45.99 IN3 Area(Shear): Areq= 17.50 IN2 A= 38.06 IN2 Moment of Inertia(Deflection): Ireq= 26.21 IN4 1= 166.72 IN4 i Uniformly Loaded Floor Beam(99 BOCA National Buildinq Code(97 NDS)]Ver. 7.01.12 Bv:Joe,ATA on:09-14-2007 : 3:52:04 PM Proiect: LLOYD(0544)-Location: (22) 13.5'BM. @ KITCHEN/DINING CEILING Summary: ` (2) 1.75 IN x 11.875 IN x 13.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 77.4% Controllinq Factor: Moment of Inertia/Depth Required 9.81 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= 0.17 IN=U958 Total Load: TLD= 0.30 IN=U532 Reactions(Each End): Live Load: LL-Rxn= 1418 LB Dead Load: DL-Rxn= 1134 LB Total Load: TL-Rxn= 2551 LB Bearing Length Required (Beam only,support capacity not checked): BL= 0.97 IN Beam Data: Span: L= 13.5 FT Unbraced Lenqth-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= 20.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 6.5 FT Floor Live Load-Side Two: LL2= 20.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 4.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 50 PLF Beam Loadinq: Beam Total Live Load: wL= 210 PLF Beam Self Weiqht: BSW= 13 PLF Beam Total Dead Load: wD= 168 PLF Total Maximum Load: wT= 378 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'= 2604 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 8611 FT-LB 6.75 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 2194 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= 39.69 IN3 S= 82.26 IN3 Area(Shear): Areq= 11.55 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 275.28 IN4 1= 488.41 IN4 . Multi-Span Roof Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.12 By:Joe,ATA on: 09-14-2007:3:55:57 PM Protect: LLOYD(0544)-Location: (4) 11.25'STR. RFTR. @ UPPER HALL RIGHT Summary: (2) 1.75 IN x 9.25 IN x 11.25 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 76.8% Controlling Factor: Section Modulus/Depth Required 7.14 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= 0.18 IN=U739 Total Load: TLD-Center 0.31 IN=U435 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1396 LB Dead Load: DL-Rxn-A= 970 LB Total Load: TL-Rxn-A= 2366 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.90 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 699 LB Dead Load: DL-Rxn-B= 510 LB Total Load: TL-Rxn-B= 1210 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.46 IN Beam Data: Center Span Length: L2= 11.25 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.25 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof: RP= 9. : 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: wL-2= 40 PLF Total Dead Load (Adjusted for Roof Pitch): wD-2= 25 PLF Total Load: wT-2= 74. PLF Point Load Live Load: PL-2= 1650 LB Dead Load: PD-2= 1088 LB Location(From left end of span): X-2= 3.25 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'= 3098 PSI Adjustment Factors: Cd=1.15 CF=1.04 Fv': Fv'= 328 PSI Adiustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 7288 FT-LB 3.263 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= 2316 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= 28.23 IN3 S= 49.91 IN3 Area(Shear): Areq= 10.60 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 106.10 IN4 - 1= 230.84 IN4 Multi-Span Roof Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.12 Bv:Joe ,ATA on:09-14-2007 :3:55:59 PM Proiect: LLOYD(0544)-Location: (5) 11.25'STR. RFTR. @ UPPER HALL LEFT Summary: (2) 1.5 IN x 9.25 IN x 11.25 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate Bv:58.4% Controlling Factor: Section Modulus/Depth Required 7.35 In , *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: - Dead Load: DLD-Center- 0.08 IN Live Load: LLD-Center= 0.11 IN=U1220 Total Load: TLD-Center= 0.19 IN=U714 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 516 LB Dead Load: DL-Rxn-A= 364 LB Total Load: TL-Rxn-A= 880 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.69 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 342 LB Dead Load: DL-Rxn-B= 247 LB Total Load: TL-Rxn-B= 589 LB Bearing Length Required (Beam only,support capacity not checked): BL-B= 0.46 IN Beam Data: Center Span Length: L2= 11.25 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.25 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof: RP= 9. : 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= 5 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 40 PLF Total Dead Load (Adjusted for Roof Pitch): wD-2= 25 PLF Total Load: wT-2= 69 PLF Point Load Live Load: PL-2= 412 LB Dead Load: PD-2= 276 LB Location (From left end of span): X-2= 3.25 FT 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'= 1107 PSI Adjustment Factors: Cd=1.15 CF=1.10 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2492 FT-LB 3.263 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= 833 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= 27.02 IN3 S= 42.78 IN3 Area(Shear): Areq= 15.52 IN2 A= 27.75 IN2 Moment of Inertia(Deflection): Ireq= 55.40 IN4 . 1= 197.86 IN4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 7.01.12 Bv:Joe ,ATA on:09-14-2007 :3:55:38 PM Protect:LLOYD(A0544)-Location: (6) 14'BM. @ CLG. LINEN/BATH 2 Summary: A992-50 W8x18 x 14.0 FT Section Adequate By:.49.9% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.14 IN Live Load: LLD-Center 0.24 IN= U713 Total Load: TLD-Center= 0.37 IN =U450 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2755 LB Dead Load: DL-Rxn-A= 1642 LB Total Load: TL-Rxn-A= 4398 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.63 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 3290 LB Dead Load: DL-Rxn-B= 2010 LB Total Load: TL-Rxn-B= 5300 LB Bearing Length Required (Beam only,support capacity not checked): BL-B= 0.63 IN Beam Data: Center Span Length: L2= 14.0 FT Center Span Unbraced Lenqth-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: Live Load: wL-2= 90 PLF Dead Load: wD-2= 45 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT-2= 153 PLF Point Load 1 Live Load: PL1-2= 516 LB Dead Load: PD1-2= 364 LB Location (From left end of span): X1-2= 2.75 FT Point Load 2 Live Load: PL2-2= 1396 LB Dead Load: PD2-2= 970 LB Location (From left end of span): X2-2= 11.25 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 338 PLF Left Dead Load: TRD-Left-1-2= 169 PLF Right Live Load: TRL-Riqht-1-2= 338 PLF Right Dead Load: TRD-Right-1-2= 169 PLF Load Start: A-1-2= 2.75 FT Load End: B-1-2= 11.25 FT Load Length: C-1-2= 8.5 FT Properties for:W8x18/A992-50 Yield Stress: Fv= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.14 IN Web Thickness: tw= 0.23 IN Flange Width: bf= 5.25 IN Flange Thickness: tf= 0.33 IN Distance to Web Toe of Fillet: k= 0.63 IN Moment of Inertia About X-X Axis: Ix= 61.90 IN4 Section Modulus About X-X Axis: Sx= 15.20 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.40 IN Design Properties per AISC Steel Construction Manual: ; Flange Buckling Ratio: FBR= 7.95 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 35.39 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 4.7 FT Allowable Bending Stress: Fb= 33.0 KSI Web Height to Thickness Ratio: h/tw= 32.52 Limitinq Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Controlling Moment: M= 18781 FT-LB 7.42 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= 41800 FT-LB Controlling Shear: V= 5300 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 S Page:25 Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver: 7.01.12 By:Joe,ATA on:09-14-2007 :3:55:38 PM Project: LLOYD(0544)-Location: (6) 14'BM. @ CLG. LINEN/BATH 2 Nominal Shear Strenqth: Vr= 37444 LB Moment of Inertia(Deflection): Ireq= 41.30 IN4 1= 61.90 IN4 Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.12 By:Joe,ATA on:09-14-2007 :3:52:58 PM Project: LLOYD(0544)-Location: (29)8.25'BM. @ EDGE OF BREEZEWAY ROOF Summary: (3) 1.5 IN x 9.25 IN x 8.25 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:21.4% Controlling Factor:Area/Depth Required 7.63 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.06 IN Live Load: LLD= 0.08 IN =U1273 Total Load: TLD= 0.14 IN = U726 Reactions(Each End): Live Load: LL-Rxn= 1279 LB Dead Load: DL-Rxn= 964 LB Total Load: TL-Rxn= 2243 LB Bearing Length Required(Beam only, support capacity not checked): BL=' 1.17 IN Beam Data: Span: L= 8.25 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= 7.0 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= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 7.0 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= 240 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 156 PLF Floor Uniform Live Load: wL-floor= 70 PLF Floor Uniform Dead Load: wD-floor= 70 PLF Beam Self Weight: BSW= 8 PLF Combined Uniform Live Load: wL= 310 PLF Combined Uniform Dead Load: wD= 234 PLF Combined Uniform Total Load: wT= 544 PLF Controlling Total Design Load: wT-cont= 544 PLF 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'= 1273 PSI Adjustment Factors: Cd=1.15 CF=1.10 Cr=1.15 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 4626 FT-LB 4.125 ft from left support Critical moment created by combining all dead and live loads.. Controlling Shear: V= 1839 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= 43.61 IN3 S= 64.17 IN3 Area(Shear): Areq= 34.27 IN2 A= 41.63 IN2 Moment of Inertia(Deflection): Ireq= 122.66 IN4 1= 296.79 IN4 Page: 15 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 7.01.12 By:Joe,ATA on:09-14-2007: 3:55:18 PM Protect: LLOYD(0544)-Location: (31)25.5'BM. @ GARAGE SECOND FLOOR Design Requirements Comparison: Controlling Moment: M= 64240 FT-LB 12.75 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 115500 FT-LB Controlling Shear: V= 8774 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= 74520 LB Moment of Inertia(Deflection): Ireq= 247.14 IN4 1= 291.00 IN4 Multi-Loaded Beam[AISC 9th Ed ASD I Ver. 7.01.12 Bv:Joe,ATA on: 09-14-2007: 3:55:18 PM Protect: LLOYD(0544)-Location: (31)25.5'BM. @ GARAGE SECOND FLOOR Summary: A992-50 W 14x30 x 25.5 FT. Section Adequate By: 17.7% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center- 0.27 IN Live Load: LLD-Center= 0.59 IN=U514 Total Load: TLD-Center= 0.87 IN=U353 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 6073 LB Dead Load: DL-Rxn-A= 2701 LB Total Load: TL-Rxn-A= 8774 LB Bearing Length Required (Beam only,support capacity not checked): BL-A= 0.79 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 6073 LB Dead Load: DL-Rxn-B= 2701 LB Total Load: TL-Rxn-B= 8774 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.79 IN Beam Data: Center Span Length: L2= 25.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 25.5 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 30 PLF Total Load: wT-2= 30 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= .375 PLF Left Dead Load: TRD-Left-1-2= 125 PLF Right Live Load: TRL-Right-1-2= 375 PLF Right Dead Load: TRD-Right-1-2= 125 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 8.25 FT Load Length: C-1-2= 8.25 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 662 PLF Left Dead Load: TRD-Left-2-2= 286 PLF Right Live Load: TRL-Riqht-2-2= 662 PLF Right Dead Load: TRD-Right-2-2= 286 PLF Load Start: A-2-2= 8.25 FT Load End: B-2-2= 17.25 FT Load Length: C-2-2= 9.0 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 375 PLF Left Dead Load: TRD-Left-3-2= 125 PLF Right Live Load: TRL-Right-3-2= 375 PLF Right Dead Load: . TRD-Right-3-2= 125 PLF Load Start: A-3-2= 17.25 FT Load End: B-3-2= 25.5 FT Load Length: C-3-2= 8.25 FT Properties for:W14x30/A992-50 Yield Stress: Fv= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 13.80 IN Web Thickness: tw= 0.27 IN Flange Width: bf= 6.73 IN Flange Thickness: tf= 0.39 IN Distance to Web Toe of Fillet: k= 0.79 IN Moment of Inertia About X-X Axis: Ix= 291.00 IN4 Section Modulus About X-X Axis: Sx= 42.00 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.75 IN Design Properties per AISC Steel Construction Manual Flange Buckling Ratio: FBR= 8.74 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 51.11 Allowable Web Buckling Ratio: AWBR= 90.51, Controlling Unbraced Length: Lb= 0.0 FT Limitinq Unbraced Length for Fb=.66*Fy: Lc= 6.03 FT Allowable Bending Stress: Fb= 33.0 KSI Web Height to Thickness Ratio: h/tw= 48.26 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.12 By:Joe ,ATA on:09-14-2007 : 3:55:20 PM Protect: LLOYD (0544)-Location: (32)3'WINDOW HDR. @ GARAGE Summary: (3) 1.75 IN x 7.25 IN x 3.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:57.0% Controllinq Factor: Section Modulus/Depth Required 5.79 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= 0.02 IN =U1920 Total Load: TLD-Center= 0.03 IN = U1286 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3066 LB Dead Load: DL-Rxn-A= 1580 LB Total Load: TL-Rxn-A= 4647 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-A= 1.18 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 3066 LB Dead Load: DL-Rxn-B= 1580 LB Total Load: TL-Rxn-B= 4647 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.18 IN Beam Data: Center Span Lenqth: L2= 3.0 FT Center Span Unbraced Lenqth-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 3.0 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= 20 PLF Dead Load: wD-2= 120 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 152 PLF Point Load 1 Live Load: PL1-2= 6073 LB Dead Load: PD1-2= 2765 LB Location (From left end of span): X1-2= 1.5 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 Adjustment Factors: Cd=1.00 r Design Requirements: Controllinq Moment: M= 6799 FT-LB 1.5 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= 4556 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= 29.30 IN3 S= 45.99 IN3 Area(Shear): Areq= 23.98 IN2 A= 38.06 IN2 Moment of Inertia(Deflection): Ireq= 38.89 IN4 1= 166.72 IN4 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)]Ver: 7.01.12 By:Joe ,ATA on: 09-14-2007 : 3:55:21 PM Project: L'LOYD(0544)-Location: (33)9.5'HDR. @ GARAGE DOOR Summary: (3) 1.75 IN x 7.25 IN x 9.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:42.1% Controlling Factor: Moment of Inertia/Depth Required 6.45 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= 0.18 IN=U642 Total Load: TLD-Center= 0.27 IN=U426 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1150 LB Dead Load: DL-Rxn-A= 530 LB Total Load: TL-Rxn-A= 1680 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.43 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2032 LB Dead Load: DL-Rxn-B= 1127 LB Total Load: TL-Rxn-B= 3159 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.80 IN Beam Data: Center Span Length: L2= 9.5 FT Center Span Unbraced Lenqth-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 9.5 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= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 12 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 188 PLF Left Dead Load: TRD-Left-1-2= 63 PLF Right Live Load: TRL-Riqht-1-2= 188 PLF Right Dead Load: TRD-Right-1-2= 63 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 6.0 FT Load Length: C-1-2= 6.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 587 PLF Left Dead Load: TRD-Left-2-2= 333 PLF Right Live Load: TRL-Riqht-2-2= 587 PLF Right Dead Load: TRD-Right-2-2= 333 PLF Load Start: A-2-2= 6.0 FT Load End: B-2-2= 9.5 FT Load Length: C-2-2= 3.5 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'= 2785 PSI Adjustment Factors: Cd=1.00 CF=1.07 Fv': Fv'= 285 'PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 5353 FT-LB 6.08 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= 2628 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= 23.07 IN3 S= 45.99 IN3 Area (Shear): Areq= 13.83 IN2 A= 38.06 IN2 Moment of Inertia(Deflection): Ireq= 117.34 IN4 1= 166.72 IN4 c` Uniformly Loaded Floor Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.12 Bv:Joe.,ATA on:09-14-2007 : 3:52:06 PM Project: LLOYD (0544)-Location`(25) 13.5''BM.@ KITCHEN CEILING► Summary: 1.75 IN x 11.875 IN x 13.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:206.8% Controlling Factor: Moment of Inertia/Depth Required 8.17 In Deflections: Dead Load: DLD= 0.11 IN Live Load: LLD= 0.06 IN=U2540 Total Load: TLD= 0.18 IN=U920 Reactions(Each End): Live Load: LL-Rxn= 267 LB Dead Load: DL-Rxn= 470 LB Total Load: TL-Rxn= 738 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.56 IN Beam Data: Span: L= 13.5 FT Unbraced Lenqth-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= 30.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 0.66 FT Floor Live Load-Side Two: LL2= 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= 50 PLF Beam Loadinq: Beam Total Live Load: wL= 40 PLF Beam Self Weiqht: BSW= 6 PLF Beam Total Dead Load: wD= 70 PLF Total Maximum Load: wT= 109 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'= 2604 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 2490 FT-LB 6.75 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 634 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= 11.48 IN3 S= 41.13 IN3 Area(Shear): Areq= 3.34 IN2 A= 20.78 IN2 Moment of Inertia(Deflection): Ireq= 79.60 IN4 1= 244.21 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)]Ver: 7.01.12 Bv:Joe ,ATA on: 09-14-2007 : 3:55:12 PM Project: LLOYD (0544)-Location: (28) HDR. @DOOR OF DINING/PATIO Summary: ;(3) 1.75 IN x 9.5 IN x 9.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By:68.8% Controlling Factor: Moment of Inertia/Depth Required 7.98 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= 0.15 IN =U771 Total Load: TLD-Center= 0.23 IN=U506 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2731 LB Dead Load: DL-Rxn-A= 1428 LB Total Load: TL-Rxn-A= 4159 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 1.06 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2731 LB Dead Load: DL-Rxn-B= 1428 LB Total Load: TL-Rxn-B= 4159 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.06 IN Beam Data: Center Span Length: L2= 9.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 9.5 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= 575 PLF Dead Load: wD-2= 285 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT-2= 876 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= 9878 FT-LB 4.75 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= 3494 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= 44.16 IN3 S= 78.97 IN3 Area(Shear): Areq= 18.39 IN2 A= 49.88 IN2 Moment of Inertia(Deflection): Ireq= 222.21 IN4 1= 375.10 IN4 a Combination Roof and Floor Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.12 By:Joe ,ATA on:09-14-2007 : 3:53:00 PM v Project: CLOYD(0544)-Location: (3)4'CREASE BM. @ FRONT ROOF Summary: 1.5 IN x 9.25 IN x 4.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:22.5% Controlling Factor:Area/Depth Required 7.55 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.01 IN=U3848 Total Load: TLD= 0.02 IN=U2356 Reactions(Each End): Live Load: LL-Rxn= 600 LB Dead Load: DL-Rxn= 380 LB Total Load: TL-Rxn= 980 LB Bearing Length Required(Beam only,support capacity not checked): BL= 1.54 IN Beam Data: Span: L= 4.0 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= 8.0 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= 2.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 0.0 PSF Floor Tributary Width-Side One: FTW1= 0.0 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= 300 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 188 PLF Floor Uniform Live Load: wL-floor= 0 PLF Floor Uniform Dead Load: wD-floor= 0 PLF Beam Self Weiqht: BSW= 3 PLF Combined Uniform Live Load: wL= 300 PLF Combined Uniform Dead Load: wD= 190 PLF Combined Uniform Total Load: wT= 490 PLF Controllinq Total Desiqn Load: wT-cont= 490 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= 980 FT-LB 2.0 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 608 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= 10.63 IN3 S= 21.39 IN3 Area (Shear): Areq= 11.32 IN2 A= 13.88 IN2 Moment of Inertia(Deflection): Ireq 12.60 IN4 1= 98.93 IN4 ice? Combination Roof and Floor Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.12 Bv:Joe,ATA on:09-14-2007 : 3:52:55 PM Proiect: LLOYD(0544)-Location: (2) 13.5'CREASE BM. @ FRONT ROOF Summary: (2) 1.75 IN x 11.875 IN x 13.5 FT /1.9E Microlam-iLevel Trus Joist Section Adequate Bv:34.0% Controllinq Factor: Moment of Inertia/Depth Required 10.77 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.16 IN Live Load: LLD= 0.24 IN=U671 Total Load: TLD= 0.40 IN = U402 Reactions(Each End): Live Load: LL-Rxn= 2025 LB Dead Load: DL-Rxn= 1353 LB Total Load: TL-Rxn= 3378 LB Bearing Length Required(Beam only, support capacity not checked): BL= 1.29 IN Beam Data: Span: L= 13.5 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= 8.0 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= 2.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 0.0 PSF Floor Tributary Width-Side One: FTW1= 0.0 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= 300 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 188 PLF Floor Uniform Live Load: wL-floor= 0 PLF Floor Uniform Dead Load: wD-floor= 0 PLF Beam Self Weiqht: BSW= 13 PLF Combined Uniform Live Load: wL= 300 PLF Combined Uniform Dead Load: wD= 200 PLF Combined Uniform Total Load: wT= 500 PLF Controllinq Total Design Load: wT-cont= 500 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'= 2994 PSI Adjustment Factors: Cd=1.15 CF=1.00 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 11402 FT-LB 6.75 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 2905 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= 45.69 IN3 S= 82.26 IN3 Area (Shear): Areq= 13.30 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 364.50 IN4 1= 488.41 IN4 , J Combination Roof and Floor Beam[99 BOCA National Buildinq Code(97 NDS)]Ver: 7.01.12 By:Joe ,ATA on:09-14-2007: 3:52:51 PM Project: L`LOYD(6544)-Location: (1) 1 V CREASE BM. @ FRONT ROOF Summary: (2) 1.75 IN x 9.5 IN x 11.0 FT /1.9E Microlam-iLevel Trus Joist Section Adequate By: 27.5% Controllinq Factor: Moment of Inertia/Depth Required 8.76 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= 0.21 IN=U635 Total Load: TLD= 0.35 IN=U382 Reactions(Each End): Live Load: LL-Rxn= 1650 LB Dead Load: DL-Rxn= 1088 LB Total Load: TL-Rxn= 2738 LB Bearing Length Required(Beam only, support capacity not checked): BL= 1.04 IN Beam Data: Span: L= 11.0 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= 8.0 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= 2.0 FT Roof Duration Factor: _ Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 0.0 PSF Floor Tributary Width-Side One: FTW1= 0.0 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= 300 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 188 PLF Floor Uniform Live Load: wL-floor= 0 PLF Floor Uniform Dead Load: wD-floor= 0 PLF Beam Self Weiqht: BSW= 10 PLF Combined Uniform Live Load: wL= 300 PLF Combined Uniform Dead Load: wD= 198 PLF Combined Uniform Total Load: wT= 498 PLF Controllinq Total Desiqn Load: wT-cont= 498 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'= 3087 PSI Adjustment Factors: Cd=1.15 CF=1.03 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 7531 FT-LB 5.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 2355 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= 29.28 IN3 S= 52.65 IN3 Area (Shear): Areq= 10.78 IN2 A= 33.25 IN2 Moment of Inertia(Deflection): Ireq= 196.16 IN4 1= 250.07 IN4 Mar 31 09 03: 12p p.2 WE, Town of Barnstable •BABNSTAHfp,• � 'V p f. Department of Public Works /`+yA ou rF°"^ 367 Main Street,Hyannis MA 02601 'g http://wcvw.town.bamstable.ma.us Office: 508-862-4090 �n Fax: 503-862-4711 Mark S.Ells,Director e R.W."Bud"Breault,J.Asst.Dirc&o SUBJECT:Numbering of Buildings Map No.-CLZ,,.>-Parcel No. pj2.4 Date o Dear Property Owner, Notice is hereby given in accordance with the General Ordinances of the Town of Barnstable. Chapter III,Article V,Numbering of Buildings,adopted March 3,1931,revised July 21,1994, Public convenience and necessity requires the assignment of number property located on 235� for your yiNy�✓tJ /f'egp Ga�Ji T STREET NAME VILLAGE This number should be affixed to your building so that it is visible from the street as outlined in Exhibit 'E",Town of Barnstable Rules and Regulations for Numbering of Buildings. Please contact Mr.Frank Schlegel at the Engineering Division at(508)862-4085 and be prepared to provide all telephone numbers at this location so that your E-911 account records can be confirmed when the correct building number is posted. i t A.Burgma E. own Engineer encl.:_ T.O.B.Rules&Regs. G Common Questions _ Site Map Assessors Change Form Mar*31 09 03: 11p P• 1 Ellen A. Lloyd 3300 Darby Road Haverford, PA 19041 Ingates.11oyd@gmail.com FAX fi TO: Charlie Snow Rogers & Marney Phone: 508-428-6106 FAX: 508-420-3550 FROM: Ellen Lloyd Phone: 610-642-0103 FAX: 610-642-0103 March 31,2009 2 pages including cover sheet Charlie- Here's the address okay from Town of Barnstable. They don't have a phone number from us, as obviously, we don't yet have a phone. "sr�,..i r y' r . s�.��'=a`,'�,�=�N�L`o�e.�",t{1�� ' .• ^.ry..+4 0{1'' tME Town of B arn§table BARNSTABLE Regulatory Services K -- MASS,:. ..Oi- _ - . i6 9 Building Division prFD Mph a. -. _ g 200 Main Street, Hyannis,;MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Inspection Correction Notice 1 Type-of Inspection JeFti° Location A�'d Ulke yQAc( fqJ 7 Permit Number 7 D 2 d Owner Builder One notice to remain on job site, one notice on file in Building Department. The following items need.correcting: ll " p� tGtA., 4)mm— C`v t' � 7 s o crc--ram. M q(/ awn..— A3�rk s ' t oen r� - uGTs �UE,� Sz`r,4- o og Please calL•, 508-8627 for re-inspection. G ' " L� Inspected by �S V_ Date 60 I Z-!-0 I I Beo �jl'7 PROVIDE+5 REBAR O 10' 32'-5' 1'-6' 3-O' 4 r 12"O C.TO TIE INTO y TOP OF F01Np.WALL AT ELEV.IHba,(18,5/H'1� ON SLAB _4'C 4'CONCRETE SLAB W CONED EDGE ON 8'CONC.G ROSTIYALL F •• . p 1iq� (NO FOOTING) ,• ••• •• f � �p 4 W (211 3/4'X V4'LVL v V _r OR Ds _ o . _____ _____ r____ _ .I__ -_ _1_ ____-_ _ ______ _ ___-_ -- ____-. EM V q W6x IEEL LAST 2X4 KEY IN FORA Al FOR PORCH WALL r N i _ _ FOUND.WALL 4 3/0' I SI `�- ) i/8'AA-20 L �• H'L LP 2. NNN BUILTT IlP FOR 12' 5 N A _ 4 nA50NRr cHIMNEr I] �i I _ - E '. UNEXCAVATED� I m rC o O 3-10' BEAM POCKET - .�� m I•-a' I' b m Zj V B'CONCRETE FR05TYALL AS REOVIREO I\ _ C.I N p—3 in'VIA. ON 20'x 12'CONCRETE STL.COL. FOOTING W KEY T6'1WEA.GONG." r_____ I2'-11 IMa ___- 14. _ C WIO x 19'STEEL BEAM WIO X 1419 STEEL AM ' r r r \ m m r UPI I . , 4 36%B6" 54�___. r�—gym 48x4a •I 1 Ti I 0 I ` . p - I BASEMENT _ EI - - A6 - ru 1 3/ -- -- — -- -- -.� - 3 4'X 11,/B'LVL rFLl51u ' fCJ { MAINTAIN 4'-0'MIN. FROM GEODE TO .E75�c _ ______._ ___ ___ __ Q __ ___ r - BOTTOM OF FOOTING Q } - CELLAR SASH CENTER WITH I� _ _ -_ ______ _ -- AM POCKETS— I WINDOW ABODE m m T ..: .: .q ___ ___- - AS NEEDED ,. O N ♦i.- WIO X 26 STEEL BEAM ________ T rt+ q a � s t I K 2"PT SILL W I/2' V CENTER WITH CELLAR SASH O WIImOW ABOVE t BEAM POCKET ANCHOR BOLTS e 6 2'O C. 'P - AS RE011RED MIN.(2)PER SILL!12' I f{7 r r Y ICAL FROM CORNERS ♦ _ }' MIN f21 BOLTS PERSILL ,. WI0X125m BEAMI - - - 12'EXTENSION E I�2OO•/G TO TI"BAR - --------- PORCH SLE INTO AB- LAST 2X4 KEY IN FORM TOP OF FOMD.WALL AT ELEV.14.0'(14'-0'1 FOR POPCH Vl4Ll. VP ^' I ' RAISE LEVEL OF GRADE a PONLH _ _ •• . PROJIDE 6'OP CRU.SIEO STONE W' .. - 4'HAUNLHED CONC.SLAB ABOVE W - ---- ICK PAVER5 0 FLOOR OF PORCH P' - rvI - PITCH FLOOR 1/B'PER 12'AWAY HOVSE) ---- ----- PROVIDE 5RE8AR0 J woasuco oAc voI OC.TO TIE INTO -- ---- - n_ _ <y RLH SLAB 4'CONCRETE SLAB YV HAUNGED EWE ON °' Pamuu� B'CONG.FRO. TWALL - oso ' (NO FOOTING) 14'-0' -. 12'-O' - rA__ _�••� � Q WILD W TOP OF FOUNDATION WALL W e'CM)(TO ALIGN W BREEZEWAY FLR.•/-)' BOO - --- 1-0 _ .. TOP OF F0.ND.WALL AT ELEV.19 O'(14'-0') - -- - -- SMOKE DETECTORS EVIEWED �,-� n FOUNDATION GENERAL NOTESr ..e CAST 2X4 KEY IN FORM �( FOR BREEZEWAY WALL FULL HE16K CONCRETE WALLS TO SE -FOOTINGS a COWNUS TO BE 12'THICK: /�C I V /V 1O'THICK ON 24'X12'LOWIN-01 CONCRETE ANY FOOTINGS 42'%42'AND LARGER v ' - - FOOTING W/ Y PROVIDE 2 ROWS OF a5 TO HAVE•5 REBAR O 12'OL.EACH WAY 2X6 P.T.SILLWIn' . REBAROTL. r.'TT:oF WALL.WALL rFoonN6 sizE5 NOTED ON PLAw BARNSTABLE BUILDING DEPT. DOE S' 21. c ANCHOR BOLTS a b'-0'CC, - HEIGHT TO 8 A�KOX 1'-10'•/-(REFER TO MIN.(2)PER SILL a 12' Fg1Np RA 1 t.CTI0N5 FOR WALL HEIGHTS) _OOLUT.py TO BE 3 In'VIA.CONCRETE N (n O FROM CORNERS TYPICAL; - - FILLED STEEL FIFE(UNLESS NOTED) MIN.(2)BOLTS PER SILL -CONCRETE FROST WALLS TO Be W THICK - ON 20'X12'(WIE55 NOTED)CONTINlOVS .CONNECTIONS OF FULL HEIGHT F0AIDATION C CO NC.FOOTING W KEY(HEIGHT Of WALL WALLS TO FROST 1_5 TO BE SECURED W \G TO 6E BASED ON GRADE CO TTODITIC' KEY(OAST FROM 2X4) FIRE DEPARTMENT .DATE _ B TO BE BA FIN.GRADE TO BOTTOM OF FOOTING) •- / t••i Al /�9 -A5EI MINIMUM BEARING CAPACITY - U— LIINEXLAVATED� S, NORw°;426-0 az I;I ANDe 12• OF SOILS °`' BOTH SIGNATURES ARE REQUIRED FOR PERMITTING �. P - O O 2 BOLSPER¢SLLHIGARAGE5 ePORLNE 5 _OR FROZEN$OIL U FROM NO FOOTING TO BE RAGED IN WATER J _ W FR05TWAL$TO HAVE 51NGLE SIW - DROP TOP OF -CONCRETE STRENGTH MIN PC=3LA00 P51 WALL t0 E. OF - -BASEMENT SLAE TO.BE 4•CONCRETE AT 28 OAY5 SLAB rCONL FROST M000 N 6 Wr WWM OR W RIERMIA WIRE WLLL WLOYU MESH ON 6 41L':'APE GRAVEL OVER C WEL'--:-RADED GRAVEL �^ `OMPALTED:2459 MAX.DRY DENSITY W CARBON MONOXIDE ALARMS job no. ; 0544 -6ARA6E SLOES TOW 4'LON'CRETE �,J MUST BE INSTALLED P B'CONCRETE F RETELL MOO PSI)ON+':+^LLfiRADEO 6RAVEL FO TIN,12'CONCRETE COMP.TO 95%>.NX MY DEN5ITY SLAB PER date 4 P F OOTI KEY SE 2�, N6 W E °? TO W SLOFEJ APPROX.3'WWI i0 a OVERNEA0 DOM5 - _ I'1 rJ MASSACHUSETTS BUILB9d6 CIVE scale As NOTED -CELLAR S:•S:f:$TO BE A ERSEN•2011 v MAINTAIN 4'-0'MIN. _ FROM GRADE TO (2OO SERIE=1 PO.=2'-B 5/8'%I'-1 I/4' BOTTOM OF FOOTING d2YlR KNW rev. -------------- --- F:T rev. s ------------------ 8 -- --- -- ------- -------- -- -- - -- F O U N D A T-1 ON PLAN A- 1 ISSUED FOR PERMITTING 56t; I of 12 77-71 PITCH FLLVR APPROx. t 5ERI2XAWAY T-0 r IT'-0' (O II' I"Nc _4-6 F AD " - µD RISERS�AmLEA�INb O x K k' - m - - 23/4' \ 23/4• FL 4:A' TL I4.-0/a" FC a'-q' !�Q .'� 'u < d( 117 NN f0 m ry �+ � v / G ry aO�m 40VffR CLG. A N Q C V AT BAY (RA..O 6-10) 3-0 SCREEN DLIOR x m o }yjm yo y �- - m ' e 6- "13'-I' I Ib'-II' 3'-I' I/'. - 12'-31/2'. � CU5TOM 5LREEN - DEN - n DINING • ----- ---- ----- m - MASONRY FIRERALE 4 ' - MASONRY FIREPLACE _ ______ _ _ _ - • v - .NSED&¢ILK)W/46' 1 ry NBJ W/96',OPENIN6 M57R. m %a IPE pELKIN6--7 OPENING AND 20'MIN. 20 Mln'. 0R EXT. uu ON P.T.FRAME. / .. , HEARTH EXTENSION BATH. SNELF .. N p ` l.`/ _ METALS 5 AT MMEE MA NRY CHIMNEY p - R MNEY EDGE OF SLOPED/ [L��STOM TILE -0% 10 - t (4' INJ m FLAT CEILING ,• N SXOW q 4 o 6x6 PT'POST 5 5rw5 Ar -- -- _ M5TR.BEDRM. ' ry HI m ry lx wrinP n LIVING _ ------------ 5GRN, )RCH :,.. v - ---- ----- - ---- - W •� ry m SCREEN DOOR _ - i - m • O R CL6 HALL N H6T AT M.B TX. •It. - iv r � : W.I.G. AN W.I.C.(6'-6T MVAL CHASE 10' irl' JN .I b __ _ ______ _ ____ __�~ .? SMOOT�E115RTTAR SRU2ITE '_�' GHNG. ^ �—+ .. LUSH 6L 1N6) : .. s TREADe EDG€oF_51-9P /FY_*r ei4 - ��,• - m q rv'a 211 4. ' " • LOWER LLbMALL m _ F T ,4 _____ (0'P�A'-Z _ ,,. CEILING ` N ,. N6T.AT LOAtS.HALL �;U V C P - m - T•-O 1n. - .-0. S.-g.. 4'-0' S6' -I q _ N ry S r, .L EDGE OF SLOPED/ .0 4'-6 1/4' FLAT LL6. _ 3-Ox9-O L O Q 4' y V KITCHEN GO TS - - A5 / x4rv_.23/4• _. : - 2 3/4' KITCHEN DESIGN _ - BY OTHERS �' : Q : : 0 a " ' nw - q _ O , - n SEA . •O - HEIGHT Ai LLALNDRY.PND, BACK HALL - _ .. FOR / A"I •____ Sry RIOKFL FRONT LNORY. ANv RISE AT - .. 4 A H' 1 x a m 81A-KIffAD. �____ : _y ITCHF APPROx. _ OW/12'EXT. .. - •.'"T- - _ m x M • ° - Q BACK - ASLDH 1/FROMER :. HALL - - I^Arwr d r _ e-. ,. .' r� ._ •. ,' _ m 5'-0' S O' 311'_ 4"b'" 3'-9' T-O � T'-0' 6'-0' - b 0' 4.-0.. -s / PDR.RM. ti m _l-b• 10-0' _ _ 1b_g:- '.14,0•: 12'-0. _ ' - .. � ,� m � - _ .. �-0• �. as 5o�a�_ � u - d`oYmo� .BRICK FLOOR/IREAOS . -.,.• : u'3'o _ _ uc AND RISERS AT ER=HAY T c co - - _ PITCH FLOOR APPROX Q - _ .. COVERED B W REEZEAY Fre�PM HOZE ER 12'AruY - a _ - GENERAL PLAN NOTES - ^, (A VJ _____ 5�r-. __ n _ -ALL EXT.WALLS TO BE 2X65 a 16' U x .' - COL NM.E56 NOTED OTNERWISv :. • �. g ,d . - - _ - -ALL INi WALLS TO BE 3X45 0 16' -- L $8of OG.MESS NOTED OTHERWISE) HALLS.WITH POCKET DOORS TO //N�� V)fu O q x T LARRI - 8E 2x65 fttPILAU .�y �1(/� O STYLE O H pOOR _ -WINOOWS/EXTERIOR FRENCH FORS 81 -- � BY LLOPAY I —c T v .• - PELLA-(REFER TO ELEVATION5 - N - FOR I - - \ A� rc z5/B'F.L.GYP.BD. - : -'PRONT510E ENTRY DCORS BY ' SLgW 95p Q AT CEILING(ttP) : 'SIMP50N'I'THE""TRU' - !_____ ______ - -. - -REFER TO ELEVATIONS FOR WINDOW .. - J O'`Q - Q X _ n. RO HEI6HT5 ABOVE 5U59.00R _ - P AND GRILLE PATTERNS _ - _ ry ASL 35 9 514 J1.A PRON - - - - :. - job no, osaa 9 X 1-6 LARRIAS - date 14 5EP 2001 Q STYLE O H.DOOR - BY CLOPAY - - scale .' AS NOTEO �i drawn KMW 1P lx - - HOUSE-ZC61 EKi.FT, rev. F I—F, 5`T F L O O R ...F L A N SCREEN PORCH 556 50..FT. .,. --------- 3" 5 C A L E .I/4 1 O" 6ARAGE 616 50.FT. - rev. - u ry m p A - 2 ' 26•-0• - .>- - ' - _. : .. ISSUED FOR PERMITTING sbt.:2 of 12 E r\ API. _ yt l V I 4 N aVJf FLAT ROOF(LEAD- OOATED COPPER) F L C 4L -{f 3' B' fa` e b M 3 3 I I I I 3 J. 1 I I I I I ;•� I I I A"I � � �i e e m Im o m xxxx ,C'Wµ A e y�y --------- ---------- - - z� x d '6A \ _9 E WICBEDRM.2- - N r MIN.1'AIRSPACE " BEDRM.4 BEDRM.3 _ 3 I-EiAL SNFAGE AA55[0�CMM pp((RR�� S5BFOSCqOOBBFFpOyyLDIN6 '� ^Q ODD 5 10 EIO�R 1 U53/4 jAPOVEI Q (RD 351/1'X54'1 — I-5 9/6 X 2-5 3/4 4 _ •_y}� C OF RIDGE— I-5 3/43/4%2-5 3/4 -5 3/4 X 2BOJ� OF RIDGE �C ,A Q V/ 4 N 9 U W N BATH.3 s In• .IB o 3/•.. - -0 4 X 41 - 4'-0' S'4' :6' S'-6 3/B' -� 5'1' ]'-4/]' - - Ab 1fi%6-8 1- C' PocKE r 1I 1!1 X4 UPPER HALL - _. ----- ----- -- ----- ---- Q�p JI m INEN � V n ' O . _ " --------- ---- ----- ------- V C LINEN _ ' SEAT. — _ - BATH. LINEN/ 0 €VX I -. - dim . , u z BLS. ' ______a_ 6ENERAL PLAN NOTES -- - -ALL EXT.W L5 TO BE 1XB5 o 16' O.0 OLE55 NOTED O "15FJ V to V - - -ALL INT.WALLS TO BE 1X45 0 IB• NO - -• OC.0LE55 NOTED OTIERWW LL ________ w- 1_5 WITH P KET OOaa5 TO ' 36'TALL KNEE - BE 2.5liYPOAL) -B 5/B' 1-B 11/2 I4'-3 3/4' 2' 1/1' 1-6 5/0'' -WINDOY6 BY'FELLA'AR.:HITEGi /N^�' N 5ERIE5(REFER TO ELEVATI0N5 W w tl . 1%4 WALLS FOR 6RILLE PATTERNS REFER TO ELEVATIONS FOR WINDOWS -;-- RO GR .HS6,S ABOVE 55U FLOOR B AND ILLE PATTERN5 _ EDGE OF SLOPED/ >�.1�-I 0. FLAT CEILING 0 BUNK ROOM f X - ' -"--'----"I �---- �. lob no. : o544 date la SB_20 1 scale AS NOTED 1 - drawn KMVV ;4 :Q rev. SECOND FLOOR PLAN MOUSE•I219°K,.FT. rev. SCALE! I/4'�- 1•-o" BN ROOM a 405 W.FT. 3' A-3 Al a 1B4 ISSUED FOR PERMITTING sht: 5 Of 12 II II BRICK CHIMNEY - } A8 p A8 r � m � ' ro .o w �Io c m � 10 c E L j COPPER CURER OI F- (ROW 31R./-� GONr.EAVE SCREEN P� SECOND 73 C11 cis W G.SHINGLES KV - IX4 IPE OFLKIN TON _ u P.T.FRAME(14'TREAD51 ^ Li l'%l'FIN.DIM. YEAVED CORNERS y �••. CU$TOM SCREEN \8ATR ICK FLOORRREADS - �-, D Li -, IX4 VERTICAL IPE ^ O BREEZEWAY SLRPANEL5- DECKING 51DEMN/BRICK RISERS }� 00 _ AIRSPACE I A jIL•,Jll I 9x3n,Ia sKIaT 04 Vim/ ... v . O SIRSZ OOR fd : : Ila FRONT ELEVATION SCALE: 1/4- a I'-O GENERAL ELEVATION NOTES - BRICK CNIMIIET' - - . ROOFING: P.T.REV CEDAR SHINGLES W(P.TJ RL.SHINGLE RIDGE VENT GAP SIDINS: WL.SHINGLES W/MAVED CORICR515'EXP../-) - 6eV u 03< WINDOW CASING: 1X5 JAMM E_AD GASING'2X P/O -- - - - y OR _= $u c u_n`~cm� SILL BY'AZEC' SIMILAR _ - ° '- DOOR LASING. I"JPMBMFAD CASING - _ o MAIN SAVE: IX3/IX5 FASOIA VU AWMIWM 8 ' - •. 3 D H mt E oL fat we-^� DRIP EDGE;I%SOFFIT W CONT. - PERF.BLACK VENT 3/4'MDE _oy BY'COR-A-VENL'. LROWl - - - - MLLLDING ON I%FRIEZE ON IX - .. BLOCKING - O - IZET RAKES/ W-00 RAKE.MCI Uf1 RETURNS: W/^8003 GROWN N IX SING _ - ON IX SUB-RAKE ON I%BLOCKING MAIN DORMER I%"FASCIA W/ALUMINM - 5 ^` v EAVE: DRIP EDGE;%SOFFIT LONT. ERF3/.'AIDE 13D - W P BLACK VENT 3/4''WIDE - O BY'WR-A-VENT';-8003 CROW! MOULDING ON IN FRIEZE ON IN BLOCK,% _ MAIN DORMER 1X3nX6 RAKE ON 2X BLOCKING 12 12 RAKES, (No GROWN MDhDING OR SUB-RAKE) 81/2./-� 10 Ln 0 4) W ALL EXTERIOR TRIM TO BE PVC — e SELONDFLOOR Li., L, SECOND FLOOR GARAGE 0 1•+ }N� ® _��• X Frun 0 L� CARRIAGE STYLE O.H. WL.SHINGLES W/ FFF J,V V DOOR$BY GLOPAY WEAVED CORNER5 ('LOACHMPN"MODEL O_ C12-5024)(9-0%T-Gl BRICK FLOOR/iREADS _ AT BREEZEWAY FLR - OCONLRETE W/BRICK RISERS jI�''jr'nI •u 4 LR job no. : .544 �TOEE7E SOWIL_ EJ-1 IR5TFOOR Iq7 dale 14 5EPT 2CN21 Scale AS NOTED 111AK5 SKIRT drams . KMW � i r I�VERTIAT DES r r ____ __ ___ ________ ______r � pELKINS T51V TBV. ; r ; r EE ; r eV. IX4 IFIZ DECKING ON . P.T.FRAME - p A-4 r $ RIGHT ELEVATION -- --- -------- SCALE: 4' _p- - ISSUED FOR PERMITTING 5n�: 4 of 12 F .o t V v o 12 o._ . LEAD-COW COPPER - I] W.�i C . AT FLAT ROOF � . 1/2 I%.CASIN AT BAY .': SECOND FLOOR .. COPPER GUTTER OH F-.,. •. � RAND)AND DOWN5POUT A • - _ ORGLNDI Ai SCREEN PORCH �' v - - WG.SHINGLES W - M - LEAVEDCORNERS • - T"xT'FIN..DIM aICU GL5TOM SCREEN IX3PX8 SKIRT. Y N PANELS _ v - VJ i o FIRS�OOR� , A ^ ` .. •� - LANTILE4ERED SECONO - - - - _ - %5/I%12 SKIRT IX4.IPE DECKING � i L- -N '� FLOOR GABLE YW - . m P.T.FRAME n4'TREAD5) DECORATIVE - -''' - ' '- - • .,,ra t •, - - _ ..BRACKETS - - ix4 VERTICAL IPE - - BRICK I,O /,REAVS - __ _ __ .____ _____ _ IX4IPE DECKING ON DECKING AT SIDES - AT REAR STEPS P..FRAME(14'TREADS) i i , ppFFppEECcK IW/4'MIN. '�` •' - - AT REAK RISERS ___ ___ ____ AIRSPACE _ _ i i i i i , i �i IV I VINYL BOARD(ON STUDS) i i , - - - W,%CASING ____ ___ ____ _______ ____ ____ ____ _____ -_ __ ____ _____ __-_ ____ _ - _ ,. GENERAL ELEVATIONNOTES .. R.E A R E L E V A T 10 I V _ *_: ` - ` - c ROOFING ',.vu(RED P EDSIR 5HI RIE5 VENT LAP- - _ SIDING WL.5HINGLE5 V WEAVED - - - - ^, u; .... 5 G A L E I/4".: I'._O. G _ .. - ^. ... a � WINDOW CA51NG:. 1X5 JAMB/IEAD CASING:2X FVL Al i .•. - .._; ... .:.y - - - SILL PT'AZEL"OR SIMILAR 1X5 JAMBAEAD LASING Al ° _ .: - AVER 1X3PI FASCIA W,ALLMINA4 -., - DRIP EWE;IX SOFFIT IV WNT u fl :y -_ - - 6 RF ELALK VENT N3/4'WIDE _ 'DOOR YLOR AVER" BEO GROWN' L gv MAIN E - • -a n MOADI ON IX FRIEZE ON I% y _oFm L2� .; U. • 9 ^ �. I%3q E(BUILT-p/Tl _ • - . .:� MAIN RAKES/ m _ as RETLTuS .O 3 GROWN MOULDING $ m. ON I%'..i18-RAKE ON IX BLOCKING; LE - _ _ ,, y_ ..• - ; - 'A� MAIN DORMER DRIP G FASCIA W/ALUMI CD —_ c�_ RIP .I% IT LON a 5 -. -..- ... 04.,. �- ,.-.:. > .. :.. - °. - ^ � , , _ _ M "'`BRF.BL�AL�K VENT 3/4'WIDET - n . ,. -a EAVE - - c - - -.. - _N IX FRIEZE• O CROWN -. ., MOWING,ON M LRO E ON 2X BLOCKING MAIN RAKES O WN MOULDING OR SUB-RAKE)- -*+ �12 .. - -' " « - •• ALL:EXTERIOR TRIM TO BE PVC •• AA(u^� s ^`LL W >' CONT.RETURN 1212 y .- - V�I L u it a G 5E FLOOR _ ' - _ "O C—LEVERED FLOOR GABLE W/SECOND CUSTOM DECORATIVE - - BRACKETS � � � � _ Q Q� x - FLR SELOM FLWR GARAGE - - � 0.. WJ RLOaN�Di A mDo wsPaF (j�J (ROIND)AT SCREEN PORLN WC SHINGLES W/ - WEAVED CORNERS ONLY - '_' - EF4K FLOOR/TREADS y .'. AT BREEZEWAY SLR r FIN.DIM. ' � � YV BRICK RISERS - `------' - > .. _ - - _ job no. : O3 4 -. BRICK FLOORRREADS— .__ _ ___ .SLR y date 14 SEPT 2001 AT REAR STEP$ .0 F1RSTFLOOR•iVi W/BRICK RISERS ' — �T P OF FQJND� SEdIB A5 NOTED CUSTOM SCREEN .. Y --Y - - . drawn KMW .. PANELS ----------- rev. i - IXS/I%12SKIRT ____ _ _ _ __ ___ _____ --------------------------------------------- rev. _____ ____ __ ___ _ _ _ _________ ___ -------------------------------------------- IN r V i r N � o L — _ E :T' `E L E V A T 1 0 N - ------------------- . _________ ______________ SCALE: 1./4" a I'-O" . ISSUED FOR PERMITTING 5m: 5 of 12 V o � W :a R ELEVATION NOTES c C GENE L ,. - ROOFINS: P.T.RED CEDAR SHINGLES"W(P.T)R.G.SHINGLE RIDGE VENT GAP .. SIDING:. WC.SHINGLES W WEAVED WINDOW CASING: • IXS,IAMBMEAD CASING;1%wC H A SILL 0Y'AZEC'OR SIMILAR DOOR CASING: IX5 JAMBMEAD CASING . .. MAIN EAVE: 1X3/IX6 FASCIA N ALWINJM - _ - - DRIP ED&E;IX SOFFIT W CONT. : PERF.BLACK VENT 33/4'WIDE - - - BY"LOR-A-VENT' SOO5 GROWN. - - M LDIN,ON IX FRIEZE ON IX v , •.7III .. ~ } MAIN RAKES/ ,.1X3/IXa RAKE reu[LTS ) . RENRNS: W.EGA RO oHNIO.LDI S , 3 Fey c - - - ' ON IX RAKE X BLOCKING_ _ + q MAIN DORMER I%9/I%B FASCIA N ALI.MINM •� i. i �.: EAVE: .DRIP EDGE:/1 %SOFFIT _ PERF BLACK VENT 3/4'HIDE s. - _ - -<:: _ - SC"COR-A-VENT; BOON LROWN n. _. _ NOULDIN6 GN'Ix FRIEZE ON Ix -&.00KIN6 ' MAIN DORMER• MO IxS RAK,O.LDIN BOO SUN6 - : A G B-RAKE) • -. '. -_ . .,,. Al '• EXTERIOR rRln ro ee wc... RAKES: ALL exrER � O12 z 10 : ] Z _ D - a - , + - y , a .. �/XGDND FLGYM GARAGE -'. •�. nSECOND - -. FLOORG " s N.C.SHIIISLES AEAVED CORNERS IGK � HE .: FLOORrtREADS `AT NSLE5 N BREEZEWAY FLR.,, F _ _ + - - W BRICK RISER 4 E o SHI ..- N _ x TOP OF _ _ WILE, po r. 3 , ---------�----- F _ ------- - --=-_ -- II _. ----- _ - - - - - FARTIAL FRONT ELEVATION; _ k; GAR,A'GE, E+LEVATIjON } =�O�0CN o _ _ , • w qj J N v„ job no. : o54 _ s date 14 SEF'r 2001 - Scale AS NOTED drawn rev.- a Y M ISSUED FOR PERMITTING 5bt: a of 12 M V + E A. C � N ' < N c •� t0 ` 'FALSE'ROOF(10:12) � � f0 (FT)RC.SHINGLE ROSE VENT &TILT OVER DORMER ROOF -LAP OVER(1)1 3/4'%18' Nv LV.RIME BOARD (NON-SiR1ClURAL1 (P.T)RL.SHINGLE RIObE I =� LVL RIp6ECAP R(I��%I8' 3 P.T.RED CEDAR RAF (NON+TRILTURAU M A MTER EG W ICE AND CATER BgRR1ER.5/8' 13'-0' 13'-O' LD%PLYWOOD P.r.RED CEDAR ROOF LAP OVER B 1�3/4Rxwll l/B'M 2%105 0 16'OL. SHINGLES PppV IS�L�E AND LVL RIDGE BOARD cD%EPRI.YAWOo0R;5/0' - -L MOH-STRULTLRAU _ 2xe5/2%IO5 O 16'OL. P.T.RED AR E LD ROOF SHINGLESAR AND s 2x16 RAFTERS 12 GDX FL1,1MR'115' 10 - O Ib'OL. Qg I/2./- 2XIOS a 16-OL. 'A Fb.INS. p E TOP OFDBL 7 ATE e�ILeR RM.(6ARA(FT� •' 12 l0 V 2%b LL6.JOISTS 2%6 oc �T5 11 P.OL.W 0 la`O c• ON b 5 BOARD ® ® ON Ix3 STRAPPING I/Y by WARP R-30 Fb.INSUATION .ON STRAPPING - Q •'R- P6.INSULATION BUNK ROOM 4 12 y c 9 BUNK ROOM m 2'-6 5/B' ,o :. 2'-6 5/0' - $14'TIG PLYWOOD m 3/4'Te6 PLYWOOD 4 1/2'AJ5.20 FLOOR 9 I/]'AJS-20 FLOOR Q ..... ...-.. TA RR So a 16'OL. JOISTS a 16.O.G. a Ib'OL.W _ R-30 F.6.INSUATI. - - 55��FFLLR�yy�� W 3/4'cONi.LVL RIM R-30 Fb.INFLATION 5E2QCP 492]Z-(6AR�¢7 -SUB F R.11 YV 9/d"LOUT.LVL RIM gg F12QR f6A_RebE) 1 - S- TOP of DBL. TOP OF DBL F TOP DBL,- RATE O bARAGEPLATEPLATE a W.I G_ ON K5 S BOARD k O GARP6E 1/0'FL GYP BO 5/B'FL GYP BOARD --- -- -- O cEILINb N 13/4'x 9 I/2'LVL ON 0 STRAPPING Tc7 O CEILING r LEDGER 1-11 - R-30 Fb.IN=I.LATION FIREBLOCYJNG '\f (3)1 3/4'X 5 1/2'LVL W14X30 5TEEC BE i LUSNI. p ^e WI6X30 STEEL BEAM IF PROVIDE-BL s/a• ® y M5TR.BATH. PRWIDE BLOCKINS a S/B' GARAGE BALLOON-FRAMEp FL�.iP. AS NEEDED (3)13/a'%TI/4'LVL INC.SHINGLES INC.SHINGLES FL.GYP.BOARD AS NEEDED ______ __ 2.FRAMED WALL - W 0)2X6 POST DN. O 1/2'LOX PLYWOpp O 1/2•COX PLrwOoO q _ 6A 6E 2X6501b•oc� GHNG. N . n 2X650 W OL. - _. - R-14 Fb.INSVL 3/4'Te6 PLYNODD bARAGE SLAB TO 0E 4' _ _ - m � m VCONCRETE(3500PSUON .__. ___ ' S TE LAB 500 P54 C2 D%RSNINEI-YSI'IDOD 1�5 b2OLOORIII - �+ b'WELL-bRADED bRAVEL - '--' '--- --- - r 2,Kbs W OL. - R-11 F601N5AATION �B FLR. _ __ ___ 6'YIELLdRADED GRAVEL �•� CORP.TO 45%MAX,DRY `a'18 FLR. LLJJ 0 FIRST FLOOR r - CONE,TO 95%MAX.DRY a FIRST FLOOR =J.B FLR. W 3/4'CONT.LVI RIM L APPRO%DENE".3'DO/W TO SLOPED r DEN51tt;SLAB TO BE SLOPED �— O FIRST FLOOR C..7 EL.14' TOP OF FpR�D ______. 9LI" TOP FOIL _ _____ EL_M'O' F�DATION V�ALL APPR°X.3'DOWN TO IIA.L e'CONCRETE WALL EVILD-UP TOP OF _ - - P.T 1X6 SILL W yF ON 20•x 12'. WALL W B'CW 6•CONCRETE NULL W 1/2'A1L'Hgt (TO ALIGN W BREEZE- _ '. OLTS -0 BETE FOOTING EY WAY FLOOR./-1 P LONLRETE FOOTING r fTYPILAU o -1WKEY O'CONCRETE WALL BASEMENT . - ON 24'X 12' WKE F CONCRETE DOTING y BASEMENT SLABS TO BE 4 co NCRETE f3000 P51 ON b MIL.VAPOR BARRIER OVER 1, MAVEL 5 E G T 1 0-N 5 E G T I O N COMPACTED o°sa% m. A DRr DEN51tt SCALE, I/4 1 -O TO OFFOOTNSGALE I/4 O — .. `•. ^ � S E C T I O N ' G (FT)RL.SNINSLE RIDGE VENT - - 20'-5 5/8' T-T 3/4• - -i GAP OVER %II T/8" ' LVL RIDGE BOARD - (NON-STRULILRALI - P.T.RED CEDAR ROOF SHINGLES W ICE AND CATER BARRIER 5/0" 12 2X105 a W OL. (P.T) L.SHNGLE R(Me VENT - -a 3d _^3 CAP OVER(1)13/4'X 111/5' 10 -- &~'-ua`~t'2 c! LVL RD6E BOARD - 0 -STRLIGNRAL - . WL.SHINGLES - - GDX PLYWOOD 5111N6 RED AND _ _ `n T 2x65 a 16'0, LE W LE .2 - R-19 Fb.INSLL. - - - 4 F-sO`d_ - WATER BARRIIER;5/0 - 2XB LL6.JOISTS - Cox PLYWOOD 12 -0 16'OC. - - c m'; (2) 3/4'X 9/d'LVL - 3XIO5 a Ib•OL. R-30 F.6.IN51A.. - - m u_`u -c9 m m - _ 5TR1cn1RAL RAFTERS - - - 10 Arai n_ . - s . -LOAD BEARING WALL 2X0 3/4'RID X 11 - - _ 12 V I B/4'x 11 VO'LVL T,-0, 'I.q. 2 IX3 5 RDI1G VALLEYS - 2X10 RAPIERS - O Ib'OL. - 121 1 3/d'X II T/8•LA _ 2x!O RAFTERS (FLVSHIBELOW WALL) - pp 16'O C. ^` OIb 04.JOlsrs - 1!.RFOREGROUNDI - HEN/ BATH. 1exe RAFTERS _ W V) COPPER 6UTIER(NICE- - TRG, 16.O L. I - R011m)AND DOYOIr�PLVT - IV- fRLUaDI AT 5CRN.PORCH - 4'Te6 R _ ONLY i2 T/0•AJ$- ROoR O In 1515oIb L. 5.B FLR. 3 in ./-� -50 Fb. ATION W 7 SECOND FLOOR 3/4' LA RIM 0 2 V �°P OF DBL._ ------------ TOP OF OBL: •^; ly m Q —1T - RATE O POR.RM. _. V/ VI ALIGN W FASCIA }+ AT BREEZEINAY/6AR - I"P/C EWE a cTR Cd V %b PVC EpbE a cTR. 2XB LL6.J015 BEAMOARD(BALD Q� BEADBOARD Ib"OC.W = S BOA DOWN AS REINIRED) 13/4'X T 1/4'LVL W L.SHINGLES ON IX3 SiRAPPI (3)2%B BM.W �� R-30 Fb. TION - 70> 5 P.T ADER U2•COX bloc. BRICK K RISEIFSFADS (BEY°ND 50REEN PORCH R-14 a Ib'OL. W BRICK RISERS Q � R-14 Fb.INSLL. O O Ps.2xa SILLW - FOR.RM BACK PANTRY PORCH L.n O W 1rz'ANCHOR A i0s' "xa HALL J(V V BOLTS O e'-0"O.L. RABBETED FRAMES - 3/4'Teb PLY (TYPILAU _ IXa IPE DELKINb III/B'AJS-20 R PITCH FLOOR APPROX, SUB FLR. ON P.i 2x10 FRAMING - JR-11OISTS O Ib'O.. F�HOLIsE e FIRST FLOOR O 12 O.L. =AB FLR W 3/4b LL 10RIM11 0 FIRST FLODR 6'CONCRETE TOP OF - �ONB 11 F N WAIL TOP OF e° 'D EL.Iq'-0' FOMDATION V'NLL job no. 0544 1X¢P.T.SILL I//22 ANCHOR KID X 26 STEEL BEAM m P.T.2%10(LOUT) BOL15 0 6 '-0'O.G. W 2X NAILER BOLTED 10,CONCRETE WALL dd�5 l4 SEPT 2G+OT Q e LEDGER (ttPILAU;BEYOND TO TOP OF FLANGE OA 21-TE FOOTING 20'x 12' SCdIS AS NOTED o B•LLNORETE F01Np. b .I BASEMENT (21 1 3/4'X 11 WE-LVL W N T' WALL ON _ - (FLUfiH/BEWIN WALL) CONCRETE FOOTING BA5EMBNr 5LA85 TO BE d' drawn W KEY CONCRETE(3Q')p FSU ON KMW 6 MIL.VAPOR BARRIER OVER 6-INELL-6RADED GRAVEL ram• .CO-ACTED i0 95%MAX. ING TOP OF FOOT J . TOP OF FOOTINS DRY OEN5ITY rev. g S E C T I O N D S;E G T 1 0 N A-7 5GALE: 1/4 1'-0' E ISSUED FOR PERMITTING sht: -7 of 12 v O iro T'9 3/4' 1'-P 3/4' 14 3/4' l'9 3/4' w V (P3)RC.SNI45LE RIDGE VENT- Ci LAP OVER(I)1 3/4'X II 1/8' LVL RIDGE BOARD • as (NON-STRULTLRAL) - MT)RL.SHINGLE RIDGE VENT 12 9 CAP MD OVER RIDGE BOARD t C y P.i.RED CEDAR ROOF D - ` A a SHINGLES W ICE AND y WATER BARRIEER:S/b' LDX PLTmo P.T.REP CEDAR ROOF 2XI05 a Ib•OL. (2)1 3/4'x 4/4'LVL (21 3/4'X 9 I/4'LVL SHINGLES W ILE AND s-T.RAFTERS W/ STMXT.RAFTERS W/ WATER BARRIEER;5/B' 1211 3/a'X 4 I/a'&H. (2)1 3/a'X 4 1/4-BM. LDx PLYWOOD (BeYOND) 2X105 0 G'OL. ATTIC ATTIC '8 E m 0 3/4'Te 6 PLYWOOD WBXIb STEEL BEAM(FLUSH) - o . 2X10 GLG.X15T5 - - 9/4'T1G PLYWOOD OR(a)1 3/4'X 11 1/8'LVL - 0 16°OL. 2%10 LLG.1015T5 Ltt!! 16'04, (FLUSIU;2%NAILER BOLTED YI R-30 FG.IIIR-30 F.G.IN51•L. TO TOP FLANGE OF STEEL y BEAM;PROVIDE 19LOL1<I145 TOP DE OF a GYP.BOARD AS EDED. 5 E 0 BEDRM. (9)2X4 POST(BEYOND) . GYP.BOND / GYP.BOARD ON 11 ON I%3 5 I � o ON I%3 STRAPPING 5 (�1 3/4°X 11 I/4'LVL eX10 RAFTERS - (FLIFiH AT L1v1 12 WL.SHINGLES Ib'OL.( ) Ill'LD%PLYWOOD /� QI LEAD-COATED COPPER N LOAD BEARING WALL 2X65 O VOL. V ROOF ON 5/8'LD% R-M 16.McLL. •N UPPER HALL BEDRM.3 PLYWOOD BEDRM.3 UPPER B DIRK B 2x RAFTER G s ,Tl 2XV5 0 6 PC. - W .:. HA eLL N b OL.f APER t,y�55TT V-"Te Y OP OF2X6CLG.JOISTS 6 FL RA.TCRS/q'PER 12') 0 Ib'O.L. 13 II 1/8'AJS-20 F 11 7/- PLYMOODFLOOR 131 3/4'%9 I/4'LVL JOISTS - - 016' II1/B•@ G' FLOOR R-30 Fb. AT �e ' 6 I/2./ W 3/4'f.GWt.VL IM .1015T5 0 16'OL. re SUB FLR. IVT Fb.INSLLATION SLH fLR. O SECOND FLOOR BUILD P TO AS W/3/4'LONT.LVL RIM QI: - NEEDED TO ALIGN 0 SECOND FLOOR l � TOP OF DEL. TOP D FOAFSLIT REAR PLATE 6 LO4 R HALL _..... PLA DEN _. .PLATE p VIN& 1/2'GTP.BOARO� I/Y GYP.BOARD ALIGN I^1!-FASCIA-_-_._ ON 1X3 5TRAPPIN6 CANTILEVERED A 205 ON IX3 5TRAPPIHG U AT BREEZEWAY ALIGN V FA5CIA (BLOCKING PER MFR.SPEL5) I'4 AT REAR OF HgFiE - ((3) 3/4'%It 1/6,LyL - WIO%26 STEEL BEAM(F ) O (FI.USN/BELOW WALLI L15TOM DECORATIVE - W/2%NAILER BOLTED BRICK FLOOR/IREADS r ' BRACKETS TO TOP FLANGE OF S f37 1 3/4'x 9 1/q'LVL W/BRICK RI5ER5 I A BEAM:PROVIDE BI.00KI V JJ LOAD BEARING WALL _ r - -' e GYP.BOARD AS NEED. •'WL.SHINGLES - LOWER (31 3/4'%1 1/4"LVL HOR. - f4)2%4 POST(BEYOND I%b PJL EDGE 1 LTR. 1/2'CD%PLYWOOD - W/3 1/Y X 5 1/a'VL.COL. BEADBOARD(BUILD V 2zb50Ib'OL. v HALL DEN (SHAVED DN.TO 3') PIAY DOM AS REaIRED) PORCH PI 1 I APPROX. R-M Fb.INSUL. - 3/4'Te6 PLYWOOD ' FROM N016E [O 11 1/B'AJS-20 FLOOR P.T.2X6 SILL—� 3 'te6 FLYWgOp W/IY2'ANCHOR m ISTS 0 Ib'O L. 51B FLR. 1015i5 0 16'OL. _ _ m II /B'AJS-20 F m b•LOON 6-C . - •. _____ R-IP F61N5U.ATION _ BOPICAL)-O'OL. SUB FLR. - (TYPICAL) R 19 F6.INSAATIO SLAB ON b'LRUSHEO 0 FIRST FLOOR �YV 3/4°LONE.LVL RIM 0 FIRST FL�ft IM STONE BASE SUB PLR. EL_I4'4 TOP OF TOP OF O FIRST FL�ft LDATIO�N'eALO��o MOM STEEL BEAM YV 2X - Wk)XM 5T 1-BEAM W/2% Ai10NTy'ULL 77' BEAM POOKET A5 NAILER BOLTED TO TOP NAILABOLTED-iL0 TOP •- PT.2x6 SILL W/ RECARED WITH STL. FLANGE OF STEEL L O _ vV 10'ANCHOR BEARING FLATS OR Wb X 6.5 STEEL BM. Bars b e-O•OL. Wloxzb STEEL BEAM w 2x BASEMENT - - 4 i•-a BAS IE/MENT s•-a• - P _ O (ttPL� NAILER BOLTED TO TOP BEAM POCKET AS O ON 4BXa0Xlc'"' t 10'CONCRETE WALL FLANGE OF STEEL N 13/4'X II l/8'LVL REQUIRED - FOOTING ON 24•X 12' BASEMENT SLABS TO BE 4• (FLU5N AT 5TAIRWAY) - - BASEMENT 5LAE15 TO EE 4• . CONCRETE FOOTING LONLREM(3000 P51)LN CONCRETE(3000 P51)ON - W/KEY b MIL.VAPOR BARRIER OVER 6 MIL.VAPOR BARRIER OVER 6'WELL4RADED GRAVEL T5 4x4x1//4 COLUMN 10'CONCRETE WALL b'WELL-GRADED GRAVEL " - F- •. - ON 4B%48%12 LONL. ON 28'X 12' £ - - • . LOHPALTEp TO 95a MAX. FOOfIN<i 00MP�S D,TO 95R MAX. e - DRY DENSItt .. - - CONCRETE FOOTING TOP OF FOOTING - - .. TOP OF FOOTING W/KEY W- .. .. ' . - _ - TOP OF FOOTING ------------ S E C T I ON S E C T I O N _ SCALE: 1/4' . 1'-0 'F 5Ci AL E 1/4' = 1'-O;' • - - -- E- _ - m -'� _ a 5 mm as 3 --aY$ 7 Y gF :$m^gym U) • , - 0 , v, U1 O N N c g W< j 'cn s — Ln O J • fV v b o. .. _ 1 •osaa date 14 SEP'T 2001 x Scale AS NOTED dram KMW TeV. rev. a g A-8 ISSUED FOR PERMITTING 5bt: a of 12 {' T F - o ES• I A8 - A8 e �,• Vu� m Yui s V OR X B4e L.BM P.r.zx .nlsrs .12,04. I� AlC ` ' II « . fo P.T.2XI JOISTS I (])It /B' -O - s I oL. g S+ A e.r.zxlo JOISTS o Iz oL. I= 7111/b o P.T.OxlO 2 P I l W�W1 OL. WIO%19 TEEL W X Iq STEEL BEAM x I rr^ VJ • � W � P.T.OXIO ISiS ®I I (I 3/4•X II T/B'LVL fFL S j A6r r T i—fr�m %I I I; Ie RT.O OJ05T5 V ' •13 OL. I� '� 'n V . a WI L O X 12 TEE �D E Ila - �I STRUCTURAL DESIGN CRITERIA - sa"3o NOTES <mo m a_. ��<mL---er-e m �a - FIRST FLOOR JOISTS.. FIR5T FLOOR 40 PSF GL TO BE 501SEGA5GADE 15 PSF DL - 7=mx 11 U8" AJ5-20'5 @ 16" O.G. -.5EGOND FLOOR 50 P5F W/5/4" RIM JOIST,UNLESS 10 P5F NOTED - ATTIC/5TO. 20 P5F - V.L. INDIGATE5 VER5ALLAM 10 PSF p-0 WO ST ALL FRAM NGL W/STUD " ROOF 90 PSF X j - cu - EXT. WALL5 '75 PLF DL a E - ENGINEERED FLOOR JOISTS N b cd TO BE INSTALLED PER - INT. WALL5 50 PLF . DL N >1 l MANUFAGTURER'5 GUIDELINES DC rtl e AND 5PEGIFIGATION5 - DEGKS/PORCHES (9 10.PSF F O Ai x -POINT LOAD(FROM ABOVE; 010 CI AS PROVIDE J u1 O n Li• job no. : o, - - - date 14 BEPT 2OO7 Scale A5 NOTED drawn KMW FIRST FLOOR F R A M I NG PLAN rev. rev. Q A A-9 n q� ISSUED FOR PERMITTING 5bt: a of 12 I ( RON 15T1/B'LVL gg to x s D 1/4N'T CL3 e (SHAVED . O 31CANT � TER5 N 1Xr�RAF(FPEkbOPSSOF ry A,5-20 FE a 115 1 oL.T r �+ AJS-10 FLOOR JOISTS RAF1ER51/4'FEft 11'1 F y l0 9 3(4'x Il/4'LV (3 3 4• 'I •LVL (3 13 4 x II'/ L(_ } 'L �0)2 .f3 1x0 f9)1 � �Y Y (( - c V r p3 T tl M G W s A-1 s V 1X8 G.G.J015T5 S ___ ___ ___ ___ ___ ___ ___ _p e _ _ 79 a ml - .. R A oXB GL6.JOi5T5 - I m V �VyQ O O 3 S 3 u y� (11 1 3/4'%II T/B'LVL LVSH/BELOW WALL)t 2_ ° _ O O c 0JYr T ( L�1{rL 1L t, -1 L 1L 1L 1 1L 1L 1L 1 - \/J 41X6!' YYWO%16 rEE BN IL LLD— Y 'tY Y 4 Y YY VI P T r� Pos1iX4 (il I _ I Y (FLUSH AT 5TA—1) aj . - 2"G.6.J01 r5 ___ ___ __ — F 16'OL, tv D Ag (3.T POST PC 5T '�ry (1)1xB LL6.JOIST - T - �+ C' 1 II T/B'AJ W5 BELOW WALL m 3 1%b f3) (3) (311x4 (3 1%B � (3rr 7 x La 4 ' BOTTOM OF 1.8 GLG. - - 1xB GLG..b -KITCHEN 6 - - .D SrSV � O OL. 0E AT 9'_3'ABOVE 5JB - - . - - FLOOR o p p N2 1X6 LEDGER - ,0*0 1xB OLG.J015T5 . R °16.o - - - - 1XB GLb JOISTS NOTES Sly 4 2" STRUCTURAL DE51ON CRITERIA m o m-N-1 ,. b..DI -_ E O b L 'oP ALL P OSTS� ENDS OF BEAMS T I BE 5 OBE - (2) 2X6'S OR(2) 2X4'5 UNLE55 NOTED - FIRST FLOOR 40 PSF `=s==ate -_-- - -- s 15P - - n SF DL use°e��-i - ALL WINDOW ff EXTERIOR DOOR - SECOND FLOOR 3.0 PSF _rt `I 1%86. Is HEADERS TO BE (3)2X6'S W/ 1/2" - 10 P5F 6 O° PLYWOOD UNLE55 NOTED - ATTIC/STO. 20 P5F SECOND.FLOOR J015T5 TO BE 10 PSF r II l/8" AJ5-20'5'@ 6" - ROOF - 30 PSF - - �-0 23 c '011/2, 205 BE1313/ER%4 U%A O.C.UNLE55 NOTED 15 P5F V fu a fU 3/a•x 4 In•LVL L 0 (FLUSH Ai$LAIRIWIP - ALL WALLS WITH POCKET DOORS - EXT. WALLS l5 PLF DL N c alllia/vi - .GARAGE Wa.Ls ro eE TO BE FRAMED ASXb WALL v - -� a eaLooNFRAMED - INT. WALLS 50 PLF DL N CU fd L_ (REFER TO SEC.A 9 B) - - - (/) LL - DECKS/PORCHES 60 PSF2X P05T DOWN 10 P5F oo 9 In'AJ5-105 L 9 '1/1 AJ5-105 e ° I x -'POINT LOAD (FROM ABOVE) { >} u L I P - INTERIOR LOAD BEARING WALL Ln o 0 JNV N (U 1 3/4"x 4 In'LVL LEDGER ro; 9 In'AJS105 .yL 9 In'A.E1p5 _ job no. o544 _ . - date 14 SEP 2ooj scale A5 NOTEv Y.r- Im drawn KMW Y f I y feV. 9 I/1'AJ5,105 L 9 In'AJ5-105 Ot OI L SECOND F. L. 00R FRAMING PLAN rev. < 4 L _ 5 0 A L E. 1/4 - a x �1 �H A- 10 q 3 In x 5 1/4'V L.8 q� (SHAVED DN.TO 3')' a ISSUED FOR PERMITTING 5bt: 10 of 12 0 sg r v --- p p 13/a'X II V4' VL(FLIfiH T LLLT IF b 2x10 0 2M0 G v Al � c c ` s do 30 3° o .�o o do do o ` go o_ o. -- o• o• 4• o• N o E n MCI i c V w e i o ne no ne a no ____________ __________ _____ , �) i u � --- --- t7 • �3)� �4LI /4'%Ill LVL xIBS EEL_ ___ ___ ___ ___ ___ __ ___ ___ ___ ___ __ __ _ _________ ______ ^� O a , POST L L ) " - �+ LUS 2 LLb.JOIBTb - -- I, - L 4-1 ca ' 2 LLb.JOI515 �, i _ .. .. - v • STRUCTURAL DESIGN CRITERIA r A - FIRST FLOOR -40 PSF LL 15 PSF DL - - SECOND FLOOR 30 PSF s IO P5F -ATTIC/5TO. 20 P5F 10 P5Fme- _ ROOF 30 PSF r<d A_ 15 PSF - EXT. WALLS 15 PSF DL -- INT.'NALLS 50 PSF DL 'xs o wls s - DECK5/PORCHES 60 PSF c IO P5F O ca ac = FL 0%6 Us.JOISTS ! V - .. _ _ •N (A 16.04.- . ' J LL- y e I � C ni NOTES _p O 2x6 LLb.JOIsrB - J N v C.J p q - INTERIOR LOAD BEARING WALL. x - PONT LOAD(FROM ABOVE) _ job no. 05a4 ------------- ! 2%6 LLb.JOISTS ! - e date 14 SEP 20 1 scale AS NOTED ' drawn KMW rev. e I6 O.L. G E I L 1 N G F'R A M I N G PLAN rev. F < S C A L E: I/-4 I � O m ` A- 1 1 o A ry ISSUED FOR PERMITTING 5m: 11 of 12 1. G F 1. AD --------- -Ir -- --- I --- =` (31 2 (3)2xB (3)]lIB . 21I0 PAFmFA; i2xI0iRAFT�RS G i r gd - o� 2x ___ ___ ______ ___ ___ ___ ___ ___ ___ ___ ___ ___ __ --- to ~ rve V V 'r�V V r '�i V gV gg ___ ___ ___ ___ d dd __ __ o• o_ o - ry o 0 0 2XI0 RAFTERS /v! ."� - rn . of o.c. �aa �o - c 2 16'RAFTERS 0 Ib'OL. (I)1 3/4'X T P L .—O N-5 T (d I /4' II T/ LVL RI (NO S i ELF" 3/4' II 1/ L RI S T _ - - 4'X I T/B•L OR NON-T J ovo g CM yry LN- nh" do x II n°oe °ry o`oE c_ lb OC. -ypVR02loA X. 6I CT r r T 134 r2 /a' LW x n 2xlo 2bRAFER 2x10 ARr P.T eX r rD r7 T ° O' °.x rvo. ry CID 0x1 RAFTERS 2X10 RAFTERS - - a v, V a Ib'OL. e , e Ib OL. o I6 OLr '' E RAFTERS RSLo '' TO IM �re°ERSRSIOE Of NOTES .......... bl - ALL P05T5 @ ENDS OF BEAMS TO BE 2XIORAFTe g 2xIORAFTER5 ! .... �A•z�. X4'S/(2)2X6'S,UNLESS NOTED (2) 2 O.C. - - ALL WINDOW HEADERS TO BE (3) 2X6'5 W/ 1/2" PLYWOOD,UNLESS NOTED -ALL R106E5 OVER 20'-0" LONG e„o= T TO BE (1) 1 3/4 X 11 l/5 . 2x10 RAFTERS - 2%10 RAFTERS • "" ate— sa _ e y - PROVIDE 2XIO LEDGER BOARD =3oed� ~wo OVERLAY FRAMING FOR RAFTER _x 2%10 RAF¢RS 2%10 RAFTERS _ -------....._ T elb•oc. •o.c. r n n22 1 J - ALL RAFTERS TO BE 2XIO _ ::.... ................ S.P.F. NO. 2 OR BETTER AT 16" O.G. TYPICAL SPACING 9� e -'INTERIOR LOAD BEARING WALL ]xl0 RAFTERS 2XIOIUFTERS - o V b FALSE ROOF BUILT - - O' ER DORMER ROOF _ L �. ' 2 10 RAFTERS XIO TERS ('O a� QI e Ib•O.L. 016" •N STRUCTURAL DE51GN CRITERIA D N W E C Li Al -FIRST FLOOR 40 P5F ILL > ,- p RRAF _ R 'i ._ 16'OL, ---- a Ib•oc. - _ D 15P5F L pLOO 0 SECOND FLOOR 30 P5F N v 10 P5F " 1xB pORNER RAFTERS ____x___ 21t0 WRMER RAFTERS 'i - - o I6 oL. o ATTIC/5T0. 20 P5F m 10 P5F -" - ROOF 30 P5F lob no. : 0504 10 RAFTERS 2x10 El :: 01 O.. O date la 5EF'T 200"1 — EXT. LL l5 PLF D scale AS NOTED E WA 5 L — INT. WALL5 50 PLF DL drawn KMw ex° DECKS/PORCHES 60 P5F rev. 10 P5F rev. A ROOF FRAMING P PLAN PLAN 12 R;-„OO SCALE. 1/4" . I'-O' - ISSUED FOR PERMITTING sbt: 12 of 12 A8 A8 io • (2) 3/9' 9 1/ LVL • P.T.2XIO X15T5 Ali r B5 P.T.2x10 JOISTS I $ (2)II /B' -2T I • y a� 1' II P.T. JOISTS o '04 O _ j -Jul C P.T.2XI0 rV^I• Q) 12 oz. W10 x 19 TEELI. 10 le 5 L HAT - WO X 14 STEEL eEAM P.T.2XI0 15T5 •Ab I I (I 1 3/4'X 11 T/B'LVL(FLUSIU ' 'ter J+'F tF—i �i '+r$ m r r ,V P.T.1'XICOLOISTS J 10 265 L -• _ _ .0 > WIO X 12 i TEEL 31N Y a ri ss.. aI <AHOF NOTES STRUCTURAL DESIGN CRITERIA - t �R-m^_Va_amo-�s - FIRST FLOOR JOISTS - FIRST FLOOR 40 P5F ILL ��- TO BE 8015E CASCADE 15 PSF DL - II 7/8" AJS-20'S @ Ib"O.G. - SECOND FLOOR 30 PSF W/5/4" RIM J0I5T,UNLE55 O PSF NOTED - ATTIC/5TO. 20 P5F - V.L INDICATES VER5ALLAM 10 PSF -cu-0 N F05T INTE(5RAL W/STUD . - ROOF 3O'P5F V O WALL FRAMING 15 PSF cu - EXT. NALL5 l5 PLF DL -0 v E - ENGINEERED FLOOR JOISTS N (d TO BE IN51,7ALLED PER - INT. WALLS 50 PLF DL V >1(n MANUFACTURER'S GUIDELINE5 p[ V (d e J AND 5PEGIFIGATIONS - DECKS/PORCHES O PSF LL POINT LOAD(FROM ABOVE; O O = +- PROVIDE BLOCKING L1)0 tn AS NEEDED) J N V LL job no. osaa - , date 14 SEP 200"1 scale AS,NOTED • - e drawn K— F I RST FLOOR FRAM I NG PLAN rev. .s 5 G A L E: 1/4" . --O' - y - rev. .. a n A-9 8 A - ISSUED FOR PERMITTING sne q` of 12 f / A - R3/'X 11 1/6•LVL _ G F - U1 IE A8 A8 .. 99 c yj V • (5'HAVEp A.TO 9') N N yy iE 5/LL. i0 . CANTILEVERED II T/b' axlb'OL.(TRAPERTOP550F �j •lJ A FLOOR F 1015T5 RPFTER51/4' u i. (3)13/a•x II I/a' AL13/4'L T I 'Lvl 19 4 x II / _ � u v 13)S f3 3X8 131 2 (3 xti r 31 • ,� F T IT- Al a n • 22 Us.JOIST5 _ v s [ •Ib OL. ___ ___ ___ ___ ___ ___ ___ ___.Q 4'xlI _ ___ ___ _ E \ ml lD u_ 'fin SxB LLb.JOISTS la Ro �o �o �O �o - V G V (2 13/4'x II 1/B'LVL LUS4�LOW vNLLj - . C T • 1L�11 L aL ll_ L 1' LL L 1L 1L ►Tl •� P T r -t ma;26 TEE r&4.�L ELCJ L 'i' Y r P4�T a _ F�1 N I I) 3/4'x II T/B°LVL 2"LLb.JO T5 � $ (FLUSH AT STAIRWAY) A(J C' •Ib'OL. (3)1x6T 3 2xb ml O - , • A POS T xl El _______ ________ 3J 2" m (21 2"as.W15T TCu • y 2 II 1/B'A.6-105 BELOry WALL �I� O V X,L F LEDGER BOTTOM OF 2xB oxB LOl6.JOISTS FL @ A b JOISiS AT KITGNENTO FLOO AT R ABOVE SUB y 0y p 2xb (3)I /4'x LIS.01 rya e 2xa as,J015T5 _ g 2x8 LL6.1015T5 - >e o JJ =oau Aga NOTES STRUCTURAL DESIGN CRITERIA 2xB LL6.J.'NSTS �� — b o. ALL POSTS EN� a � - � DS OF BEAMS TO BE m =<r" =:oemm (2) 2X6'S OR(2) 2X4'S UNLESS NOTED - FIRST FLOOR 40 P5F LLa o€� 'I5 PSF DL - ALL WINDOW 8 EXTERIOR DOOR - SECOND FLOOR 30 PSF°, t<d HEADERS TO BE (3)'2X6'5 W/ I/2" IO PSF" m .- 2xB GLG. I - - , PLYWOOD UNLESS NOTED - ATTIC/STO. , 20 PSF SECOND FLOOR JOISTS TO BE IO P5F =r _ II l/8" AJ5-20'5 @ 16" ROOF 30 P5F C 1r °IIb'OL. LEDGER 20 (1)13/4'.x41/2'LOL O.G. UNLESS NOTED - • 5 PSF - W' V Q (1)1 3/4'X 4 1/2-LVL (FLI6H AT 5TAIRWAAyl # ALL WALL5 WITH POCKET DOORS - EXT. WALL5 l5 PLF PL. N (1)1 3/4'x, $ TO BE FRAMED A5.2X6 WALL V 6ARAGEWAiLsroBE - INT. WALL5 50-PLF DL N rd DALLOON FRAYED - - (REFER TO SEG.A 1 B) _ (II LL, 2X P05T DOWN - DECKS/PORCHES O PSF C rtl � o 9 I/2'P_6-205 9 Irz'Ab-XJ5 - POINT LOAD(FROM ABOVE) >,•; u. - INTERIOR LOAD BEARING WALL J N o 0)1 5/4'x 4 lrz'LA EDGER "T YI� I 4 1/2,AJS-05 4iL 9 1/2'A.b-205 - - o D.c. 1.r •W ol. k job no. osaa date 14 SEPT 2001 ,IL Im scale A5 NOTED l� dravm K, R I/2'AJS-205 11111 9 I/2'A,6305 ., I rev. aIL SECOND FLOOR FRAMI NG PL-A-N rev_. a �.r a ' SCALE; 1/4 e l'-O' 0 )1 x LI/2' VL NDR. A _ 1 0 1/4 L ' A� (SHAVED DN.'V t0 3 H'1 ISSUED FOR PERMITTING bnt: to of 12 e F g o Ji . - ----------- _ !d xb r Q n 3/a'%II/a" VL}(ELVSX T LLG- T LFG Al - r op A 30 o �0 30 do _o o• o• o• o• o• Cm m � O 2 to A6 ❑ R) xb -§ 2 a oa - ------- --- --- - , u ------------ ---- Cu WO Roj EELi a r+ r+ r+ r L L VJ AllJOISTS - _ ____ a L • 2 LLG.JoIsT5 5TRUGTURAL DESIGN GRITERIA Z - FIRST FLOOR 40 PSF LL Qf 15 PSF DL - a c -SECOND FLOOR 30 PSF - � "- HIT' 10 P5F -ATTIC/5T0. 20 PSF �� " --m` "�Ts=a:oe_x 10 P5F � =___ - ROOF 30 PSF - � q d r vra�goF mx 15 P5F - EXT. WALL5 15 PSF DL r -------- ----- - INT. WALL5 50 PSF DL rn oxb ab.Jolss - C - DECKS/PORCHES 6 V rot � 10 PSF' «. Cu j -0 V C: F Nto N .E exb cLb..alsTs - - to fC i Ib°OL. i e i NOTES - Nou) 0 V v 2x6 Us.JOISTS INTERIOR LOAD BEARING WALL x - POINT LOAD(FROM ABOVE) , job no. o5aa ------• •---- ---- date Ia sEPT 2001 2x6 cLb.JOISTS ! scale A5 NOTED _ drawn KMW rev. ex°cb.nlss GE I L I NG FRAM I NG RLAN rev. 16 O.L. a s A A— 1 A7 ' ISSUED FOR PERMITTING sbt: n of 12, Ir qg Ag o n E O y" - • r V (91?•� 11 S if3711/1' II 4�LVLr 3L� � �. �,SAIo R,iFTeRb ''SxIorRAFTkRs - nW of. gg 12 r I �y . n' n' 'y'y _ _ ___ - � O O RHO RHO • - O' 9a p R O' pa ewo RAFTERS 'm 'yIy ��yy I= E 0 0 '°� - SXID RAFTERS I ® � .'.�- .., . .. ... • � t0 u o Ib'OL. (I)13/4'x II 16'L RI N5 i 01 I /4 '11 l/ LVL RIfo rTkL i �I ( 19/4' II l/ L RN rk 75-m-6T 4'X WV N k C � i SXIO RAFTERS I� -� po p I I. do do � .. o �o o ono i., F� CU a n _ � • n � V V r r r < T%6 P ry • c IXC to x m _ O _a ' ry e Ia L" I\ X1V *I---. RS i3%10 FTERS P.T.6X6 I OI'OA. m lb Oc _ __ _ _ ___ ___ ___ i P05T � - __O T I `i O . n ( 4'kTi�b' 'LiSn6X16 POST __ s• O N a ; xo - l3/3 'up (S 3X8 -__ ___ 3XI0 RAFTERS 3XI0 RAFTERS 3XI0 RAFTER5 SXIO TNT+ r . 016'O.L. - - 016'OLr eS0 O SRO i _ • - E RAFTERS R5 - -R ToFTEERSIVE or v RAFTERS NOTES ALL POSTS @ ENDS OF BEAMS TO BE �" �� {► • RAFTERS " 2XIO RAFTERS -, .............................- . -------.. -......... ------------- Pile • 2X45/(2) 2X6'S,UNLESS NOTED oL. $ O Ib'OIL, .• �' --- tea,o—� i p - (2) C TUIT - xb a - - •---- -.....-_ --..._ ----=- W/ 1/2 PLYWOO UNLESS NOTED ALL WINDOW HEADERS TO BE (3) 2 S D,U OxIO RAFTERS - SXIO RAFin MRs - ALL RIDGES OVER 20'-0" LONG , - Ib �' TO BE (1) 1 3/4" X 11 115" a o . _ y - PROVIDE 2XIO LEDGER BOARD - -----.- T RAFTER - - se;me=n B�R NG/5UPP ' 3%10 RAFTERS ]XIO RAFTERS - - n - ^ _ ------ ._. VERLAY FRAMING FOR _— -`..m- m ----- R FTa<d O Ib'OL. 'OL. I y - ALL RAFTERS TO BE 2XI0 - - - -•d=_ - m x S.P.F. NO. 2 OR BETTER AT I6"' O.C. TYPICAL 5PAGIN6 • R,•� s , ---------------I-------------------- - INTERIOR LOAD BEARING WALL 0XI0 RAFTERS oXIO FTERS _ - - - ... V (� FALSE ROOF MILT - OVER pORNER RW'F ' o L L e Ib•OL 12(10 TERS O Ib' 5TRUGTURAL DESIGN CRITERIA � �'v, E e c� u.. FIR5T FLOOR 40 PSF' LL +j' p „ - „ 016'OL. elb'OL. - D n �� ...................: :-....: O O}+ cc 15 PSF L o SECOND FLOOR 30 P5F J N U 10 P5F " 3X8 DORMER RAFTERS ____x___ 2XS DORMER RAFTER5 o Ib oL. o le oc. - ATTIC/5TO. 20 PSF ;I s m 10 PSF - ROOF 30 PSF job no. : 0544 �,In,u•A 3./- 15 PSF date la sEP 000T 2 10 RAFTERS 3%10 TERS O In1 e b e r EXT. LL5 P F D ._-........._..-..:... .................. - scale AS N MD E WA l5 L L - INT.WALLS 50 PLF DL drawn KMw exe ERs <-II1=-� - DECKS/PORCHES 60 PSF ev. -- .................... - .......... 10 PSF rev. ^ i A ROOF FRAMING PLAN _ROOF PLAN I 8 A, SCALE. /8 I'-O" IV ISSUED FOR PERMITNNG s112: 12 of 12 � . � � . . . � . no . . � . . '000 SEPTIC TANK DETAIL H-20: 1 ,500 GALLON I STR 'J TI ON BOX DETAIL H-20: NOT TO SCALE LEACHING DETAIL H-20: NOT To SCALE REVISIONS N0. DATE DESCRIPTION SOIL TEST PIT DATA. P-1 1 641 NOT TO SCALE NO. OF OUTLETS 9 " 34.0' / / 4 PVC 1. 9 13 07 RELOCATE DWE. TEST PIT _ L_ TEST PIT - 2-- 5. INLET AND OUTLET TEES TO BE CAST IRON, F HED GRADE 00 0 0 0 0 0 o o ° o ° o 0 0 0 0 0 0 0 0 TEST PIT ----ate- TEST PIT NOTES: 1. SEPTIC TANK SHALL BE STEEL PIPE 0 0 0 ; o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 GIRD. EL. 17.6 GIRD. EL. 17.3 GIRD. EL. 17.5 GIRD. EL. 18.1 - REINFORCED CONCRETE. SCHED. 40 PVC OR CAST-IN-PLACE CONCRETE. 0 0 EST. HIGH GW. N/A EST. HIGH GW. 6.3 EST. HIGH GW. N/A EST. HIGH GW. N/A -- 2• SEPTIC TANK TO WITHSTAND H-20 LOADING TEES TO BE CENTERED UNDER MANHOLE COVER. - REMOVABLE I 3" WALLS NOTES: 0 o0 0 ,y + +q;,y ;;,� ;, 5 1. DIST. BOX TO WITHSTAND H-20 LOADING 0 O - - " t 0 56" 12'-10" A E A E PW SA" 2• PROVIDE (INLET TEE OR BAFFLE WHERE °° 500 GALLON LEACHING LLS o LOAMY/SAND LOAMY SAND LOAMY/SAND LOAMY/SAND 3. ALL PIPE CONNECTIONS AND CONCRETE 2-24" DIA CONCRETE MANHOLES TSLOPE OF PIPE EXCEEDS 0.08 FT./FT OR °o 0 0 0 0 0 0 0 0 0° NOTES: 1 0YR 3 2 » 1OYR 3 2 " 10YR 3 2 » CONSTRUCTION SHALL BE WATERTIGHT. � IN PUMPED SYSTEM. 0 00 ° ° °° °°°° o° °° o° °°° o° °°° 0 00 0 ° o o °° 0°° GENERAL 10 10 3 2 8 10 12 Wf METAL HANDLES BROUGHT 20 " 1. THIS PLAN IS FOR DESIGN ND CONSTRU- B B B B 4. FILL ALL UNUSED KNOCKOUTS WITH TOO 6" OF FINISH GRADE " 8 3. FIRST TWO FEET OF PIPE OUT OF DIST. 42.0' CTION OF THE SEWAGE DISPOSAL FACILITY LOAMY SAND LOAMY SAND LOAMY SAND LOAMY SAND ^ MORTAR. 6 9,5 OUTLETS01 `+ 10YR 5/4 10YR 5/4 10YR 5/4 1OYR 5/4 TEE TO BE UNDER 12« MIN BOX TO BE LAID LEVEL AND THE LOCATION OF THE NEW DWELLING plg(d VIEW - LEACHING CHAMBERS 2. ALL CONSTRUCTION METHODS AND 32" 34" 30" 32 M.H. OPENING 6« ,+ •i •i •ia•f�i T 4. RECOMMENDED MANUFACTURER-ROTONDO MATERIALS SHALL CONFORM TO MASS. EL = 14.9 EL = 14.5 EL = 15.0 EL = 15.4 I- 4" OR APPROVED EQUAL. D.E.P TITLE 5 AND LOCAL BOARD RAISE M.H Wf-.. 6` BOTTOM ON LEVEL LOAM & SEED DISTURBED AREAS 11'-O~ SEWER BRICK e• --.- STABLE BASE 6" MIN. 3/4" TO 5. ALL PIPE CONNECTIONS AND CONCRETE OF HEALTH REGULATIONS. e:• - - ::e - 1 1/2" CRUSHED CONSTRUCTION SHALL BE WATERTIGHT. , ' „ „ 3. ALL PIPES LOCATED UNDER PAVEMENT do MORTAR CROSS-SECTION 3 MAX. COMPACTED FI L 36 MAXIMUM 12 MINIMUM 10'-0" 12" =` STONE BASE OR TRAVELED WAY SHALL BE SCHEDULE 58 SE" _ 3 ORMAL WATER VEL 6. FIT BREAKOUT BARRIER SNUG ROUND o o'' 0 0 i " 40 OR EQUAL. " ee ~ �= D-BOX AND USE EPDXY RESIN FOR WATER 0 0 ; o 0 3 LAYER 10" 14" TIGHT SEAL Q � Q Q < PEASTONE 4. THERE ARE NO KNOWN PRIVATE WELLS PRECAST SEPTIC TANK eT O Q Q Q Q Q O LOCATED WITHIN 150 FT. OF THE INLET TEE 3 5'-0" 30~ 7. FILL ALL UNUSED KNOCKOUTS WITH MORTAR. 3,4" T. O�; O PROPOSED LEACHING FACILITY NOR - - - PRECAST DIST. EFFEC. cbC° Q Q Q Q O ' « e e 6'-0 Ci . ANY KNOWN WELLS PROPOSED WITHIN 5-0 4-9 4-1 MIN. 90'ooa ow Q Q Q Q Q O 150' OF ANY KNOWN LEACHING FACILITY. C C C C 30" BOX / 18" DEPTH MEDIUM SAND MEDIUM SAND MEDIUM SAND MEDIUM SAND' - - 6._2» LIQUID DEPTH DIAMETER i Q Q Q Q Q O 5. WITHIN LIMIT OF EXCAVATION REMOVE 1OYR 7/3 1OYR 7/3 1OYR 7/3 1OYR 7/3 _ CLEANOUT i�� ALL TOPSOIL, SUBSOIL AND OTHER a 3/4" - 1 1/2" IMPERVIOUS MATERIAL. NO G.WATER NO G.WATER NO G.WATER NO G.WATER 56" WASHED STONE 6. REPLACE ALL EXCAVATED MATERIAL NTH EL 6.6 132" EL = 6.3 132" EL = 6.5 132" EL = 7.6 126" "a BOTTOM ON LEVEL STABLE BASE ha « 12'-10" CLEAN GRANULAR SAND, FREE FROM ORGANIC « MATERIAL AND DELETERIOUS SUBSTANCES. PLAN VIEW � . , � (�8� MIXTURES AND LAYERS OF DIFFERENT CLASSES DATE: DATE: DATE: DATE: 6" MIN. 3/4" To CROSS-SECTION VIEW - ;SROSS-SECTION OF CHAMBER OF SOIL SHALL NOT BE USED. THE FILL SHALL 3/5/07 3/5/07 3/5/07 3/5/07 1 1/2" STONE PLAN VIEW NOT CONTAIN ANY MATERIAL LARGER THAN TEST BY: TEST BY: TEST BY: TEST BY: TWO INCHES. A SIEVE ANALYSIS, USING A THE BSC GROUP, INC. THE BSC GROUP: INC. THE BSC GROUP, INC. THE BSC GROkjP, INC ' ', f `, ..�. M �' SIEVE, SHALL BE PERFORMED ON A REPRESENTATIVE SAMPLE OF FILL. UP TO 45% WITNESSED BY: WITNESSED BY: WITNESSED BY: WITNESSED BY: �. i / `�y, °r ;W w DESIGN CRITERIA: BY WEIGHT OF THE FILL SAMPLE MAY BE DON DESMARAIS DON DESMARAIS DON DESMARAIS DON DESMARAIS ' -`- v "°w., ``�` RETAINED ON THE SIEVE. SIEVE ANALYSES ALSO SHALL BE PERFORMED ON THE FRACTIOIS PERC. RATE: PERC. RATE: / - ,��+E DESIGN FLOW: PERC. RATE: PERC. RATE: _ . 2 -MIN./INCH 2 -MIN./INCH -MIN./INCH 2 -MIN./IN ` / rt '' 6� O "' Y wry of FILL SAMPLE PASSING THE4 SIEVE, SUCH GFi �' ., s y 5 BEDROOMS AT 110 G.P.B./D 550 G.P.D. ANALYSES MUST DEMONSTRATE THAT THE �.., ,►. •.• • •' I MATERIAL MEETS EACH OF THE FOLLOWING SOIL EVALUATOR SOIL EVALUATOR SOIL EVALUATOR SOIL EVALUATOR a.. yam ., ` Rr �� " �� 9 t /\ M. DIBB M. DIBB M. DIBB M. DIBB 4 .m. .� �, �, 1 �' SPECIFICATIONS: .2 ' 00 R MUST PASS SIEVE ' \ ` (4. 5 mm EFFECTIVE PARTICLE SIZE) SOIL CLASS: SOIL CLASS: SOIL CLASS: SOIL CLASS: ` ., �. `4s.. °s, x�. ` e _` �4 a n w \ .-. REQUIRED SEPTIC TANK: o SIEVE \ 7 550 X 200% = 1,100 GAL. 1 . OOmMEFFECTIVE PARTICLE SIZE) L.T.A.R. L.T.A.R. L.T.A.R. ° � - - r PROVIDED• _ � - 0 30 L.T.A.R. ( C CREW ` � � w � �.500 GAL (015 mmUEFFECTIVE PARTICLE SIZE) 0.74 G.P.D. SQ.FT. G.P.D. SQ.FT. 0.74 G.P.D. SQ.FT. 0.74 G.P.D./SQ.FT. ti r SEPTIC TANK / 9.74 / / � ',. r' � r .: 0 -5 X MUST.. `•�. ,. � / ,,BOUND � -.. � -.. ,. t �,.. �, + PASS �E200 SIEVE . ._ i mm EFFECTIVE PARTICLE SIZE) INDICATES FOUND _ FACILITY REQUIRED: 0075 1 / r �.. - War r. SIZE OF LEACHING ESTIMATED INDICATES . `" \ / t 5 04,r, � �2 IN THE DRAWINGS RE APPROXIMATE. SEASONAL HIGH PERC. HIGH GROUNDWATER COMPUTATION / g »=$ DESIGN PERC. RATE: MIN. INCH = __. s ? . / / w ,a GROUND WATER TEST BASED ON TP#2 ' - •? Rh. ( ,� / fw h `r ATE 0.74 LE FOR PROPERLY LOCATING AND THE LONG TERM APPL R INDICATES - G.P.D/S.F. SIB L COORDINATING THE PROPOSED CON- INDICATES TO BOTTOM OF HOLE 132" I �' HA" n_ '` t�4J�0, ^"'- X "-" 1 � y STRUCTION ACTIVITY WITH DIG-SAFE _ OBSERVED INDICATES - , o` j;' °t -t- = AND THE APPLICABLE UTILITY 0t t` 550 GPD 0 74 GPD/SF 744 S.F. GROUND WATER UNSUITABLE i 3 �f4;00 COMPANY AND MAINTAINING THE MATERIAL 4SERVICE. i r >" lk t � r � � � �'� ra ��§ EXISTING UTILITY SYSTEM IN -„" - DIG-SAFE v :r HALL BE IED PROFILE: NOT TO SCALE THE STATESOF M SSACHUFSETTSER SIZE OF LEACHING FACILITY PROVIDED. Z t I >r m STATUTE CHAPTER 82, SECTION 409 USE (4) 500 GALLON CONC AT TEL. 1-888-344-7233. THE EL.=A FIRST PIPE LENGTH �►' y"r ,` ,, ENGINEER DOES NOT GUARANTEE z LEACHING CHAMBERS 12,83'X2X42,0' \ ,zy TOP FOUNDATION wtr. a-�_ CONCRETE COVERS TO WITHIN TO BE SET LEVEL z � , �- � I ,k THEIR ACCURACY OR THAT ALL EL.=18.1 6" OF FINISHED GRADE. FOR MIN. 2 I UTILITIES AND SUBSURFACE STRUCTURES FINISH GRADE ' ,µ��•A I SIDEWALL = 2(12'.83+42 0') X 2' = 219.3 ARE SHOWN. LOCATIONS AND I. S. - Z 7 P'. ,+r'✓` xw""..w +y �. "'n.,. Ite 1"a ' �- \ 4" PVC SCH 40 '' -� I '' :,;` BOTTOM = 12.83' X 42.0' = 538.8 ELEVATIONS TAKEN FROM F UNDERGROUND NDERGROUCORD DTUTLITIES e_ HE 4~ pV tilA'�lC� ,. A ` ` 758S.F. CONTRACTOR SHALL VERIFY SIZE, e CH LEACHING CHAMBER # I - 0 0 o c o 0 0 0 ® o ,. � _ LOCATION ANU INVERTS Or UTILITIES 12'027G 50 01.5% o 0 o n c o o a o ; .- Y _ P 758 S.F X 0,74 GPD/SDI- - 561GPD AND STRUCTURES AS REQUIRED PRIOR 1o02% N LOT 68 DWELLING =B1 I=D I=G o 0 o non n o z TO THE START OF CONSTRUCTION. 2.00E ACRES 561GPD PROVIDED > 550GPD REQUIRED. i ' I 8. THIS SYSTEM IS NOT DESIGNED FOR -C 5 OUTLET I=F - t 87.225E J.F. 4 A Af c �` THE USE OF A GARBAGE GRINDER. ete: DIST. BOX 6.0 SEPARATION `, i V I SEPTIC TANK S.F. 1 g.39 � i'f A GARBAGE GRINDER IS NOT w RECOMMENDED DUE TO RECOGNIZED EL.=A { EST. HIGH GROUNDWATER =s t' '` 9 , EN TINE N E ADVERSE IMPACTS TO THE LEACHING TOP FOUNDATION � � � � �,,�,��•, _ � � � FACILITY. ' r LOCUS INFORMATION h ,y N EL.=18.1 , ",, RESTRICTED AREA -"' / o .•• 9. INVERTS ARE TO BE CHECKED BY THE DATUM: _. GARAGE • \ .w._ _ ..._,_ w. / __.. 10. THE ENGINEER IS TO BE NOTIFIED OF RESTRICTED AREA CURRENT OWNER: VINEYARD ROAD HERITAGE TRUST CONTRACTOR DURING CONSTRUCTION. = SCHP40 VERTICAL DATUM: N.G.V.D. WILLIAM W. LLOYD, TRUSTEE ,.:•" ANY FIELD CHANGES THAT MAY BE 26'o2x BENCH MARK SET TOP OF CONCRETE BOUND s REQUIRED TITLE REFERENCE: CERT. 176791 1 :. = 2 ELEVATION 17.68 NGVD � FIELD M PLAN REFERENCE: 11542-8 LOT 67 , - L ....__ _.. ,_ , w ` . r �.> BSC GROUP 30' ASSESSORS MAP: 15 g � PARCEL: PORTION OF PARCEL 6 • a PROPOSED I 9 U0 349 Main Street, (RT. 28) Unit D INVERT ELEVATIONS. yla , "D" BOX/ m ZONING DISTRICT: RF W.Yarmouth Massachusetts DWELLING GARAGE 15 l PROP -am SETBACKS: FRONT 30� 02673 TOP OF FOUNDATION 19.00 A I PROPOSED , 12.83'x42.0 N E y SIDE 15, 5087788919 16.26 B2 PRIMARY 0 RESERVE �° N �I/�3�a REAR 15 4 INVERT AT BUILDING 16.00 B1 - AEA � � MINIMUM LOT SIZE: 87,120tS.F. (R.P.o.D.) PROJECT TITLE: 4" INVERT AT SEPTIC TANK (IN) 15.74 C S.A.S. /R I _I I EXISTING LOT SIZE: 87,225tS.F. DESIGN FOR 4" INVERT AT SEPTIC TANK (OUT) 15.49 D ' 10. �� R`� d - ZONE II DISTRICT: NOT IN A ZONE II 4" INVERT AT DIST. BOX (IN) 14.74 E {Z TP1 I FEMA FLOOD SEWAGE DISPOSAL 4 INVERT AT DIST. BOX (OUT) 14.57 F 1 o .,,I i ,� ZONE DISTRICT: ZONE "B, & C." N TP �',, I ii PANEL 250001-0022 D SYSTEM / / LOT 68 INVERTS AT LEACHING FACILITY: 7 2 1992 w} m ..�,, P BENCHMARK OVERLAY DISTRICT: AP 4" INVERT AT BEGINNING 26 CONCRETE BOUND OF LEACHING CHAMBER 14.3 G BREAKOUT 14.8 I ;w -- ' / `Y ELEV 17.68 NGVD9 ELEVATION AT BOTTOM i500 Db.._ .. _ , ALAGE VINEYARD ROAD a.-. N 1500 GALL N - TP SLAB SCALE: 1' = 30 FEET LOCUS PLAN: NO SCALE OF LEACHING CHAMBER 12.3 H j ELEV 18.3 SEPTIC T Kr BOTTOM OF HOLE � - $ 0 15 30 60 FT. 0 TEST PIT # 2 6.3 J _- PREPARED FOR: NO OBSERVED GROUNDWATER 2•6 J -- w LLOYD DIXON, LP w ... .. �... -.._. '�ONCREIFUND -° � � `��" Mr. WILLIAM W. LLOYD BOUND f r h- PROPOSED U, �a�"OF,�� 5 BEDROOM w '�� MARK 0. aJ P`N MERRILL LYNCH 57•T wFD�IVEl�L�NG' W o civs Q� v° M 1241 PITTSFORD-VICTOR ROAD TOF 19.0 '°�h ,. PITTSFORD, NY 14534 t^ NO.45937 PROPOSED I Wit..." (800) 672-4043 REQUESTED: C FUTURE BUILDING .f i •°GA9Rn� TEP�� t,� PEPPER RN VARIANCES EQ k ` TO BE I o PATIO ON TOWN WATER a III `'rs�OIYAL Ems' LN I� '', ! 22g 23' II I I DATE: SEPTEMBER 11, 2007 NONE . -� I 4 - � v_ i°� II , I o COMP./DESIGN: K. HEALY I I Q o CHECK: M. DIBB \ .. «E OE COAST BAD _ I f II DRAWN: P. HAGIST FLOOR PLANS: - - - - - - - - .. N'53'� 00 �s.�� .� ►�►► FIELD: D. GAZZOLO / J. McCARTIN �• ,�-� w,� � I I LOCUS \ \ w, ..bm� ` • I I,I I►III FILE NO. 8492-SEP.DWG SEE ATTACHED ARCHITECTURAL PLANS \ / °" r t,� ,., I \ \ LIB 66 II►iiIIIIIIIIi DWG NO. 5432-08 CONCRETEA30UND /� `�` � •� � J06 N0. 4-8492.04 SHEET 1 OF SET AP,itiL 2007 NANTUCKET SOUND ,p. Y ,4 � ��t, ja,t / ' `r t ti h 1�.r�„"'�tiia T� ..w`�k+Ar 4 T � xT •1 •Ih ,ls'�!,,s„ !, 'S'�{ . •1 � .1 p�.1��+'", TjYr�` rs•? 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LLOYD, TRUSTEE SETBACKS: FRONT 30' — PEPPER RN - SIDE 15' LN TITLE REFERENCE: CERT. 176791 - REAR 15' PLAN REFERENCE: 11542-8 MINIMUM LOT SIZE: 87,120±S.F. (R.P.O.D.) a EXISTING LOT SIZE: 87,225±S.F. Q a ASSESSORS MAP: 15 — Z PARCEL: PORTION OF PARCEL 6 ZONE II DISTRICT. NOT IN A ZONE it _ OVERLAY DISTRICT: AP FEMA FLOOD LOCUS ZONE DISTRICT: ZONE "B, & C." PANEL 250001-0022 D 7/2/1992 NANTUCKET SOUND LOCUS MAP I CERTIFY TO THE BEST OF MY NOT TO SCALE PROFESSIONAL KNOWLEDGE, INFORMATION AND BELIEF THAT THE LOT CORNERS, DIMENSIONS AND SETBACKS TO THE STRUCTURE AS DETERMINED BY INSTRUMENT SURVEY AND AS SHOWN ON THIS PLAN ARE CORRECT. w� b5 a c C ING A 0 ti 1 VYy o4 CONCRETE PROFE SIONAL LAND SURVEYOR DATE ' BOUND 1 t FOUND 1 t 1 � I FOUNDATION AS- BUILT s t , AT LOT 68 ; 2.00f ACRES ; #230 879225f S.F. S.F. 19.39 x (LOT 68) i VINEYARD ROAD t 1 . I, o I N t i N T T }� RESTRICTED AREA CO 1 U I 1 RESTRICTED AREA � MASSAC H U S ETTS 1 1 (BARNSTABLE COUNTY) 1 � t LOT 67 Iv/F ' ENTINE - 30' 1 ' m DECEMBER 28, 2007 15' I I i to I to I ' I 0 10 ' i I N Im ; I Im 8"WALLS I PREPARED FOR: LLOYD DIXON, LP GARAGE ; Mr, WILLIAM W. LLOYD I i BENCHMARK MERRILLLYNCH ' CONCRETE BOUND 1241 PITTSFORD-- VICTOR ROAD ELEV 17.68 NGVD N � PITTSFORD, NY 14534 ` (800) 672-4043 BULKHEAD 1 i NEW FOUNDATION BSC" \� GWOUP TOF 18.8 8 WALLS BOUND FauND ' ' ,.�---- �V �, 349 Main'Street,,Route 28, Unit D 10"WALLS �y Nv: West Yarlllouth, Massachusetts 02673 ,-' 0 �^ 508 778 8919 I o 1 -4 _, i © 2007 The BSC Group, Inc. SCALE: 1" - 30, 0 3.75 7.5 15 ups s 1 I TAt- BhNK 'a 0 15 30 60 FM PROJ. MGR.: CRAIG FIELD �'•,,. `�'� I FIELD: N. MERCIER » i !'�• LOT 66 `•�'�. '�1111+111 CALC./DESIGN: K. HEALY gyp E CONCRETE BOUND �•�• SET APRL 2007 !' DRAWN: K. 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