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HomeMy WebLinkAbout0020 VINEYARD ROAD F TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map Parcel �y Permit# _F179SIS Health Division ©rp e- 5 Date Issued 30 o b Conservation Division �� Fee '3�9 02fW t� p oC7 Tax Collector Application Fee Treasurer Planning Dept. IR0 Checked in By Date Definitive Plan Approved by Planning Board Approved By Historic-OKH Preservation/Hyannis Project Street Address / Village Owner JaA/U-, /4eldA �II�fJ�i Address Telephone i Permit Request z /l�� ei i `Zi N - i Cn s Square feet: 1 st floor: existing propose 2nd floor: existing proposed Total nevu Valuation on �� ®�_ Zoning District Flood Plain Grou dwater bverlay�_ Construction Type Lot Size C�� I Grandfathered: es ❑No If yes, attach supporting documentation. Dwelling Type: Single Family 01 Two Family ❑ Multi-Family(#units) Age of Existing Structure Historic House: ❑Yes DO On Old King's Highway: ❑Yes Basement Type: ❑ Full rawl ❑Walkout ❑Other Basement Finished Area(sq.ft•) Basement Unfinished Area(sq.ft) Number of Baths: Full: existing new 45, Half: existing new Number of Bedrooms: existing new Total Room Count(not including baths): existing new First Floor Room Count Heat Type and Fuel: as ❑Oil ❑ Electric ❑Other Central Air: des ❑No Fireplaces: Existing New Existing wood/coal stove: ❑Yes ualqo Detached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑existing ❑new size Attached garage: ❑existing M0Ke'*w'_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 __ BUIL ER INFORMATION Name !/r r G Telephone Number Address PO License# � �• � hr'y`. 1�� QN � Home Improvement Contractor# Worker's Compensation# !Z6004 swloetg 5--a ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO _ SIGNATURE DATE it FOR OFFICIAL USE ONLY PERMIT NO. ' r DATE ISSUED MAP/PARCEL NO. ' ' ADDRESS— ,VILLAGE OWNER U2 DATE OF.INSPECTION: , FOUNDATION FRAM 'F . 3 r ` ,fir• O,t INSULATION .. �. FIREPLAGE� r r 4 >` ELECTRICAL: ROUGH FINAL :r PLUMBING: ROUGH FINAL , r GAS: ROUGH FINAL t r 'a FINAL BUILDING �� 3 /1J �� .:O'7 /� 1 DATE CLOSED OUT ASSOCIATION PLAN NO. i l /'�T�a u�clz.�aelta :\ _ Boar:!:of iiuilding i:cgn...,.n)s and Stanii .1:: NO^'_IMP?CVE?.iE): ICY i+a<_TOR _ j ' Regi-,ation: 1443?? ; Ex piration: e!23/2Wel Type: GROVER BUILD:N-G+REMGDEI.i t9REY GROVER 56 BO`NDOIN RD < � r r_r=• MASHP•EE,MA 02.W1 �c xr' - BOARD OF BUILDING REGULATIONS }~ License: CONSTRUCTION SUPERVISOR t Number: CS 077754 4 at�, i Expires: 11/22/2007 Tr.no: 8693.0 ^' Restricted: 1G CAREY C GROVER PO BOX 1080 COTUIT, MA 02635 Commissioner 01,109/06 MON 14:32 FAX 17813316988 DR JOHN MCCONVILLE Z 001 QUITCLAIM DEED HOPE GRAVES ELY, of Needham, Massachusetts, for consideration paid and in full consideration of Two Million Four Hundred Thousand and no/100 Dollars ($2,400,000.00) GRANTS to JOHN F. MCCONVILLE and HERTHA G. MCCONVILLE, Trustees of the McConville Realty Trust under Declaration of Trust dated October 2, 1987 and recorded with the Barnstable Registry of Deeds in Book 6964, Page 198, of 352 Adarns Street, Milton, Massachusetts, with QUITCLAIM covenants, The land in Barnstable (Cotuit) in the County of Barnstable, Commonwealth of Massachusetts, bounded and described as follows: Northwesterly by Pine Ridge Road, two hundred forty (240) feet; Northeasterly by Lot 5 (plan 115424\0; about two hundred ninety (290) feet; Southeasterly by Nantucket Sound; and Southwesterly by Lot 35 by various courses together measuring about four hundred thirty-eight (438) feet. All of said boundaries, except the water line, are determined by the Court to be located as shown on subdivision plan 11542-Y dated September 26, 1961, drawn by Ralph D. Nelson, Engineer, and filed in the Land Registration Office at Boston, a copy of which is filed Barnstable County Registry of Deeds in Land Registration Book 52 Page 96 with Certificate of Title No. 6396 and said land is shown thereon as LOT 34. The above described land is subject to rights and easements as set forth in six stipulations between Cotuit Shores Estates, inc., and Charles Sumner Morrell, Trustee, Harry L. Bailey, F-rank Fremont Smith, Martha Taylor et al, Hannah E. Hinckley et al, William J. Herman, all filed and registered as Documents numbered 2361, 2362, 2363, 2364, 2365 and 2366 respectively, insofar as now in force and applicable. Said land is subject to any and all public rights legally existing in and over the said land below mean high water mark. The above described land is also subject to and has the benefit of the rights and restrictions as set forth in Document No. 2652, Barnstable Registry District, so far as the same are in force and applicable. Pursuant to the provisions of the deed to the Grantor filed with said Registry District as document No. 72451, the above described land is also subject to the restriction that the location of the house upon,the premises and the plan for any house to be built thereon shall be subject to the approval of Ralph H. Patterson and Marion T. Patterson, the grantors in said deed ("Patterson"), and that no garage, guest house, or other outbuilding shall be constructed on said land without the approval of Patterson, said approval in both instances not to be unreasonably withheld. This restriction shall be enforceable only by Patterson. 01/09/06 MON 14:33 FAX 17813316988 DR JOHN MCCONVILLE 0002 So much of said land as is included within the limits of Pine Ridge Road is subject to the rights of all persons now or hereafter lawfully entitled thereto in and over same. For Grantors' title, see Deed dated October 9, 1961 and registered with said Registry District as Document 72451 on Certificate No. 27732, and death certificate for Ray A. Ely recorded herewith. Executed under seal this ',k'-t4;.day of July, 2003. Hooves Ely COMMONWEALTH OF MASSACHUSETTS ? i2 7 �.5 , ss July J q , 2003 Then personally appeared the above named Hope Graves Ely and acknowledged the foregoing to be her free act and deed, before me f otary Public My commission expires: Lli Lb%UJ I L t 14.JI tA-k 11 01 JJ 1.Ub 00 UK JUtiN M(:UUNVILLE Lee UU1 •� IW29/2005 1::19 5064770767 tRCNER WM-Ff1R' FtW3 01 Town of Barnstable F Ranhtcry Servic TIMM!•t,sG",DkvdQr BuMag Mvidou Tom PM7, Vditg-c"M 1MW 200 Mai,ftaet E yV i,MA 02a301 �►'rw►.ta3�fl►sTdstabla,]p..ns ' Offiea: 508-862-4038 - Fa , i08-790-6230 Property Owner Must Complete and Sigt This Section If Uding A Builder .at OWSM of dice subject proputy. hereby au&orue 4f,& 'l •� ;. - „_,_to slot as my babs4 is ali t :e4evve to wca au&ccized by t16 big pe=it aI41cad=for- d&m of job} luxe of Garner a ply1 Z Paat Na= Q:�o�s:o�vr»•�ussac�t • I I MAScheck COMPLIANCE REPORT I I Massachusetts Energy Code I Permit # I MAScheck Software Version 2.01 Release 3 I I I Checked by/Date I. TITLE: Proposed New Residence CITY: Barnstable STATE: Massachusetts HDD: 6131 CONSTRUCTION TYPE: 1 or 2 Family, Detached HEATING SYSTEM TYPE: Other (Non-Electric Resistance) DATE: 1-20-2006 DATE OF PLANS: 01-20-06 PROJECT INFORMATION: McConville Residence 20 Vineyard Road Cotuit, MA 02635 COMPANY INFORMATION: Archi-Tech Associates, Inc. 6 School Street Cotuit, ,MA 02635 COMPLIANCE: Passes Maximum UA = 965 Your Home = 811 Area or Cavity Cont. Glazing/Door Perimeter R-Value R-Value U-Value UA ------------------------------------------------------------------------------- CEILINGS 218 30.0 0.0 8 CEILINGS 2755 30.0 0.0 96 WALLS: Wood Frame, 16" O.C. 't 4473 19.0 0.0 268 GLAZING: Windows or Doors 933 0.320 299 GLAZING: Skylights 0 0.340 0 DOORS 26 0.290 8 FLOORS: Over Unconditioned Space 2807 19.0 0.0 132 HVAC, EQUIPMENT: Furnace, 84 .0 AFUE ------------------------------------------------------------------------------- COMPLIANCE STATEMENT: The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the requirements of the Massachusetts Energy Code. The .heating load for t s building,• and the cooling load if appropriate, has been determined us g the applicable Standard Design Conditions found in the Code. The HVAC quipme4fhe elected to heat or cool the building shall be no greater th 125% design load as specified in Sections 780CMR 1 0 a .4. Builder/Designer Date Vineyard Road deav 240.00' CA rn a� 10� i rn rn dOtin° 21� Existing F°1)11 Lot 34 55,000± Sq. Ft. Or 9z�s 1.3t Acres o ,h DCE #06-012 0 FOUNDATION PLOT PLAN PREPARED EXCLUSIVELY FOR THE PURPOSE OF.OBTAINING A BUILDING PERMIT, NOT FOR ANY OTHER USE LOCATION 20 VINEYARD ROAD, COTUIT, MA PREPARED FOR: SCALE 1" = 50' DATE 2-24-2006 DROVER BUILDING REFERENCE MAP 16 PARCEL 15 j & RE NG LAND COURT CERT. #169945sHof I HEREBY CERTIFY THAT THE STRUCTURE - �� SHOWN ON THIS PLAN IS LOCATE_ D ON THE �o ARNE GROUND AS SHOWN HEREON. o H. H off 508-362-4541 OJALA fax 508 362-9880 p N0,26348 � of down cope engineering, inc. . CIVIL ENGINEERS �l Z//ZOo6 RVE� LAND SURVEYORS -e — 9 .9 main st. yarmouth, ma DATE REG.. LAND SURVEYOR `p�tHE Tp�� The Town of Barnstable . BARN STABL& AB = Department of Health Safety and Environmental Services - -MS. 0 65q. �0 A,fo„py> Building Division 367 Main Street,Hyannis,MA 02601. Office: 508-862-4038 Fax: 508-790-6230 PLAN REVIEW Owner: �C-COnv�`�� Ma /Parcel: P Project Address: U i A?ICLA �-A Builder: G Rs'4e� The following items were noted on reviewing: - Ne� S�� D�a�. � �eleyo��� a �1S ✓ . Reviewed by: Date: of IKE'�f, Town of Barnstable Building Department - 200 Main Street MUMSTABLE� * Hyannis, MA 02601 9$ MA9. (508 s639. ) 862-4038 ArFD MA'S A Certificate of Occupancy Application Number: 89985 CO Number: 20070086 Parcel ID: 016015 CO Issue Date: 05/07/07 Location: 20 VINEYARD ROAD Zoning Classification: RESIDENCE F DISTRICT Village: COTUIT Gen Contractor: GROVER, CAREY C Permit Type: RC00 CERTIFICATE OF OCCUPANCY RES Comments: Building Department Signature Date Signed TOWN OF BARNSTABLE BUILDING .PERMIT S ' )ARCEL ID 016 015 GEOBASE ID 424 1L' RESS 20 VINEYARD ROAD PHONE (508)653' �OTU I T ZIP — LOT 2A —_ BLOCK LOT SIZE DBA DEVELOPMENT DISTRICT. CT PERMIT 89985 DESCRIPTION SINGLE FAMILY DWELLING W/ATT GARAGE PERMIT TYPE BUILDR TITLE REBUILD AFTER TEARDOWN CONTRACTORS: GROVER, CAREY C Department of ,ARCHITECTS: Regulatory Services TOTAL FEES: $3,790.00 BOND .00 CONSTRUCTION COSTS $900,000.00 101 SINGLE FAM HOME DETACHED 1 PRIVATE x'*OPk * BMMSPABLE, • MAss. ibg9. A1� FO MA'S BUILDING DIVISION BY .Aw- — DATE ISSUED 01/30/2006 EXPIRATION DATE V *. / TOWN OF BA ^ 'STABLE .._. BUILDING PERMIT . < PARCiL TLC 016 015 GEOBASE ID 424 'ADDREE 20 MINEYARD,ROAD PHONE (50a)653-472 _ COTUIT . ' ZIP I. LOT 2A BLOCK LOT SIZE DBA DEVELOP1 ENT DISTRICT CT PERMIT 399$5 DESCRIPTION SINGLE FAMILY DWELLING W ATT GARAGE PERMIT TYPE �BUILDR TITLE REBUILD AFTER TEARDOWN )NTRACTORS: GROVER, CARER C Department of ARCHITECTS: p Regulatory Services TOTAL EEEa: $3,790.00 BOND $.00 CONSTRUCTION COSTS $900,000.00 101 SINGLE FAM HOME DETACHED 1 PRIMATE K Osn><wsrAB>Lc, MASS. 039. ' FD MA'S A BUILDING DIVISION .�,.. BY v '.DAT SSUED 01,i 30/2006 RXPIRATION DATE Will, THIS PERMIT CONVEYS NO RIGHT TO OCCUPY ANY STREET,ALLEY OR SIDEWALK OR ANY PART THEREOF, EITHER TEMPORARILY OR PERMANENTLY.EN CROACHMENTS ON PUBLIC PROPERTY,NOT SPECIFICALLY PERMITTED UNDER THE BUILDING CODE,MUST BE APPROVED BY THE JURISDICTION.STREET 0 ALLEY GRADES AS WELL AS DEPTH AND LOCATION OF PUBLIC SEWERS MAY BE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS.THE ISSUANCE OF'THI PERMIT DOES NOT RELEASE THE APPLICANT FROM THE CONDITIONS OF ANY APPLICABLE SUBDIVISION RESTRICTIONS. MINIMUM OF FOUR CALL INSPECTIONS REQUIRED FOR ALL CONSTRUCTION WORK: APPROVED PLANS MUST BE RETAINED ON JOB AND WHERE APPLICABLE, SEPARATE 1.FOUNDATIONS OR FOOTINGS THIS CARD KEPT POSTED UNTIL FINAL INSPECTION PERMITS ARE REQUIRED FOR 2. PRIOR TO COVERING STRUCTURAL MEMBERS HAS BEEN MADE.WHERE A CERTIFICATE OF OCCU- (READY TO LATH). PANCY IS REQUIRED, SUCH BUILDING SHALL NOT BE ELECTRICAL,PLUMBING AND MECH- 3.INSULATION. OCCUPIED UNTIL FINAL INSPECTION HAS BEEN MADE. ANICAL INSTALLATIONS. 4.FINAL INSPECTION BEFORE OCCUPANCY. BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRIC IN E TION APPROVALS 2 QFI 5/9-? 07 o 2 ,ri/�1 2 3 1` TING INSPECTION APPROVALS ENGINEERING DEPARTMENT �l E 2 iV OF H 7 H OTHER: C/ SITE PLAN REVIEW APPROVAL WORK SHALL'NO PRO EED UNTIL PERMIT WILL BECOME NULL AND VOID IF CON- INSPECTIONS INDICATED THE`' c RHASAPPROVEDTHE STRUCTION WORK IS NOT STARTED WITHIN SIX CARD CAN BE ARRANGED F VA F GES OF CONSTRUC- MONTHS OF DATE THE PERMIT IS ISSUED AS TELEPHONE OR WRITTEN NO TION. :! NOTED ABOVE. } �I I I f l .r k dly TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map fj% Parcel Permit# 2912`/ Health Division v l�s� c Date Issued 30 0� _ Conservation Division I t/`2-� Ds<_ Fee 0 75.e)a Tax Collector v Application Fee Treasurer Planning Dept. Chedr�c� il189 SEPTIC SYSTEM LIMI i EJ Tp A), ;r!#OF Date Definitive Plan Approved y Plannin Board Ap roved B 1►( 6� Sege . a� e Historic-OKH Preservatidn/Hyannis W QPl 112W rta f M C ta04 t M Project Street Address 'go V 9emlj . P Village -e5:2;�, Ow e "- ,e, MW— Address Telephone Permit Request � ALZer NM ® "6V 47rAr &A&ed Square feet: 1 st floor: existing proposed 2nd floor: existing proposed Total new Valuation Zoning District Flood Plain Groundwater Overlay Construction TypeC Lot Size ��` Cqe 5, Grandfathered: ®'Yes ❑No If yes, attach supporting documentation. Dwelling Type: Single Family Two Family ❑ Multi-Family(#units) Age of Existing Structure A/y�� Historic House: ❑Yes 2'IVo On Old King's Highway: ❑Yes L9'IQo Basement Type: ull UCrawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) Number of Baths: Full: existing new Half: existing new Number of Bedrooms: existing new Total Room Count(not including baths): existing new First Floor Room Count Heat Type and Fuel: ❑Gas Oil ❑ Electric ❑Other Central Air: El Yes Yes Fireplaces: Existing I New Existing wood/coal stove: ❑Yes Prtvo Detached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑existing ❑new size Attached garage:®'existing ❑new size Shed:❑existing ❑new size Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ Commercial ❑Yes ❑ No If yes, site plan review# Current Use Proposed Use BUILDER INFORMATION Q-3 6_5'� Name .old Z_?UiZ�yv AWV/a/P Telephone Number Address y - 42 License# IWO /����'� Home Improvement Contractor# Worker's Compensation# GZ 0,_" 6eye, -.5�-0— ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BETAKEN TO SIGNATURE DATE ���� FOR OFFICIAL USE ONLY PERMIT NO. DAA ISSUED _ MAP)PARCEL-NO. ADDRESS VILLAGE , OWNER r DATE OF INSPECTION: FOUNDATION FRAME INSULATION FIREPLACE ELECTRICAL: ROUGH i - FINAL ' r PLUMBING: ROUGH FINAL - GAS: ROUGH J FINAL t r . FINAL-BUILDING DATE CLOSED OUT ASSOCIATION PLAN NO. ' ' _ 11/29/05 TC'E 12:57 FAX 1781331.6988 DR JOHN MCCONVYLLE (10U1 11/29/.005 11:19 5064770767 cpriVEF2 ma-a Iqk3 N, FLUB 01 To*n of Barnstable R auktory Services TbMw F.Gaff,Dbadar Bnndfng Dmstati Tom P=yv 8vadIn=.Cemdsela w 200 Mdn(reek EOMWS,MA 02601 wrrr►t�D.�l��emsns Office; 50&862-4038 Fw 109-790-6230 Proms der Must Complete and Sign This Section If Using A Bider .as Ovmec of the subject pMaty "herelap authorize ,�•s!!•G�/ -��-� ,�-` ' ,,,.,to sat as mp'�r�f, is s1I=&m:ekdv*to work ndwized by&b buwkhg pc=R*ITIa%i=fax d4tm of job) face of C*n= of �f L ._-. p=ffit 14 ►e Q�oRMs;onvrua�.�ss�a�t i 11/17/2005 TSU 09:51 FAX NSTAR Q 002/002 NSTAR One NSTAR Way Et EC Tf1/C Westwood,Massachusetts 02090 GA S Ncwcmber 15,2005 To Whom It May Concern: The permanent electrical service and meters at the following location hove been conftnned removed: 20 Vineyard Rd Coluit,MA 02635 Signed for NSTNR Electric ✓�ie"C�QonInoouuaal� a�'�T/�,crv,ac/uaetla ;, x\ Board if Building i:c��.i...;otis and Sianua:l ti0N'IMPRCvE'.iEi.: C?I Ci 1, TOrt Re'giSt.ation: 144322 I=zpiration: ei'23/20^6 Type: [?1:3A GROVER BUILD NG+REA.iGDEl-i eRREY GROVER 56 EO`JVDOIN RG MAS":PEE,MA02r±0 Ai'%:ini irr• • I ./ILP �'(.'rN IIIr.3unnIGIIl1• Q��._�Zll.��sl,RP,/7.fi.:iP� . BOARD OF BUILDING REGULATIONS t.„ ; i SUPERVISOR Licens e: CONSTRUCTION ha. Number: CS 077754 Expires: 11/22/2007 Tr.no: 8693.0 �^ Restricted: 1G CAREY C GROVER PO BOX 1080 �J COTUIT, MA 02635. Commissioner NOV-01-2005 TUE 05:00 PM KEYSPAN ENERGY DELIVERY FAX N0, 17818904898 P. 01 T'stAOf KeOpan Energy Delivery Energy Ddivery 127 whites Path South Yarmouth,MA 02664 November 1, 2005 Re: 20 Vineyard Road, Cotuit To Whom It May Concern: This letter is to confirm that there is no natural gas service to the above referenced Property. If you have any questions, please call 508-760-7530, Sincerely, Steve .lacobson Field Supervisor Memo To: Hertha Mcconville From: Joe Pietrowski CC: Date: 10/25/2005 Re: removal of cable This is to confirm the removal Comcast cable from 20 Vineyard Lane in Cotuit, MA. Any questions please call 508-760-3400 ext 3003. Thank You, Pietrowski Technical Supervisor 1 13!2-4I2005 02:59 15084287517 COTUIT WATER DEPT PAGE 01 Cotuit , ire ID10tritt clam i eater Moartment 26 4300 FALMOUTN ROAD. P.O. BOX 451 COTUIT, MASS. 02635 PHONE (308) 428-2687 FAX (500) 428-7517 October 24, 2005 Ms. Hertha McConville 352 Adams Street Milton, MA 02186 RE: 20 Vineyard Road, Cotuit Dear'Mrs.McConville, This letter confirms that there is no town water at 20 Vineyard Road in Cotuit. Sincerely, Ken:Ventura Superintendent �+� \ - �.-v vv.f.-.•�vfr•rrVA�.f•f• VJ tlibiJJ�L\rfi KJGLiJ , .. Department oflndastrial Accidents Office of Investigations 600 Washington Street Boston,MA 02111 . www.mas&gov/dia Workers'Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Auplicant Information Please Print Legibly Name (Business organization/ln&viduaD: Address: City/State/Zip:. .. (� l = F. � Phone#: Are you an employer? Check the-appropriate box:. Type of project(required):. 1.El am a employer with 4• N-I am a general contractor and I^ ' employees (fall'and/or part-time).* have hired the sub-contractors 6. New construction 2.❑ I an a sole proprietor or partner- listed on the attached sheet$' ' 7• ❑ Remodeling ship and have no employees These sub-contractors have 8. 54 Demolition working for mein any capacity, workers' comp, insurance, g ❑ Building addition [No workers' comp. insurance 5. ❑ We are a corporation and its required.] officers have exercised their 10.❑ Electrical repairs or.additions I.❑ I am a homeowner doing all work right of exemption per MGL il-El Plumbing repairs or additions myself. [No workers' comp. c. 152, §1(4), and we have no 12-❑ Roof repairs insurance required,]t employees. [No workers,. comp.insurance required] 13.❑ Other *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information: t Homeowners•who submitthis affidavit indicating they are doing all work and then hire outside contractors must submit anew affidavit indicating such. 1Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and their workers'comp,policy information. I am an employer that is providing workers'compensation insurance for my employees.'Below is the policy and job site information. Insurance.Company Name: Policy#or Self-ins.Lic.#: Expiration Date: lj Job Site Address: - City/State/Zip: Attach a copy of the workers' compensation policy declaration.page(showing the policy number and expiration date). Failure to.secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,500,.00 and/or one-year imprisonment, as well as civil penalties in tfie form of a 8TOP•WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement maybe forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify and r e pains and epalties of rjury that the information provided above is true and correcit Signafore: Dated- Of Phone#• :JV i. Official use only. Do not write in this area,to be completed by city_or town official City or Town: PerffiitUcense# Issuing Authority(circle one): 1.Board of Health L.Building Department 3.City/Town Clerk 4..Electrical Inspector.,5.Plumbing Inspector 6.Other Contact Person: Phone#: Information an'd Instructions Massachusetts General Laws chapter 152 requires�all employers to provide workers' compensation for their employees. pursuant to this statute, an employee is defined as ...every person in the sem"C'e-of another under any contract of hire, express or implied, oral or written." An employer is defined aS:`_`p?m�S1ual,.:p wMbip:association,Farporation 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 association or other legal entity}employing employees. Howcv.,er:tbe- receiver or trustee of an individual,partnership, owner of a dwelling house having not more than three aparm3ents'aad whA resides therein,or.the occupant of the dwelling house of another who employs persons to do maintenance, construction orrepair woikvn such dwelling house of on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer." .. . MGL chapter 152, §25C(6)also states that"every state or local licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or to construct buildings in the tommonwealth for any applicant who has not produced acceptable evidence-of'compliance with the insurance coverage requi ed."r Additionally,MGL chapter 152,§25C(7)states"Neither the commonwealth nor any of its'political subdivisions shall enter into any contract for the performance of public work until acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority. . Applicants , heckin the boxes that to your situation and,if. "compensation affidavit completely,by c , g aPP1Y worker co mP Please fill out the work mP n with ecess su ply sub-contractors)name(s), addresses)and phone numbers)along wr their certificat e(s) of n aTY, P insurance. Limited Liability Companies(LLC)or Limited Liability Partnerships(L.LP)with no employees other than the members or partners; are not required to carry workers' compensation insurance. If an LLC or LLP does have employees, a policy is required. Be advised that this affidavit may be submitted to the Department of Industrial Accidentsfor con firmation of insurance coverage. should e. Also be sure to sign and date th e affidavit. The affidavit be returned to the city or town that the application for the permit or license is being requested,not the Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy,please call the Department at the number listed below.. Self-insured companies should enter their self-insurance license number on the appropriate line. City or Town Officials Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the app] ict Please be sure'to fill in the permit/license number which will be used as a reference.m tuber. Ia addition, an,applicant that must submit multiple permit/license applications in any given year,need only submit one affidavit indicating current policy information(if necessary)and under"Job Site Address""tlie applicant should write"all locations in (city or town)."A copy of the-affidavit that has been officially stamped or marked by the city or town may be provided to the applicant as proof that-a valid affidavit is-on file for:future permits.orlicenses..Anew affidavitmust be filled out.each year.Where a home owner or citizen is obtaining a license or permit not related to any business or commercial venture (i.e.a dog license or permit to bum leaves etc.)said person is NOT required to complete this affidavit. The Office of Investigations would like to thank you in advance for your cooperation and should you have any questions, please do not hesitate to give us a call. The Department's address,telephone and,fax number: The Commonwealth of Massachusetts . ' Department of Industrial.Accidents Office of jnvestigations ,. 600 Washington Street . Boston,MA 02111. `Tel.#617-727-4900 ext 406 or•1-877-MASSAFE Fax#617-7274749 Revised 5-26-05 oyww.mass.gov/dia Uniformly Loaded Floor Beam[AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 01-27-2006 :07:38:52 AM Protect: MCONVILL-Location: 30-22'STEEL BEAM IN GARAGE Summary: A36 W 12x26 x 22.0 FT Section Adequate By: 76.7% Controlling Factor: Moment of Inertia Deflections: Dead Load: DLD= 0.12 IN Live Load: LLD= 0.29 IN =U898 Total Load: TLD= 0.42 IN =U636 Reactions(Each End): Live Load: LL-Rxn= 3630 LB Dead Load: DL-Rxn= 1496 LB Total Load: TL-Rxn= 5126 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.88 IN Beam Data: Span: L= 22.0. FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 . 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= 5.5 FT Floor Live Load-Side Two: LL2= 30.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 5.5 FT Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 330 PLF Beam Self Weiqht: BSW= 26 PLF Beam Total Dead Load: wD= 136 PLF Total Maximum Load: wT= 466 PLF Properties for:W12x26/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.22 IN Web Thickness: tw= 0.23 IN Flange Width: bf= 6.49 IN Flanqe Thickness: tf= 0.38 IN Distance to Web Toe of Fillet: k= 0.88 IN Moment of Inertia About X-X Axis: Ix= 204.00 IN4 Section Modulus About X-X Axis: Sx= 33.40 IN3 Radius of Gyration of Compression Flanqe+1/3 of Web: rt= 1.72 IN Design Properties per AISC Steel Construction Manual: Flanqe Bucklinq Ratio: FBR= 8.54 Allowable Flanqe Buckling Ratio: AFBR= 10.83 Web Bucklinq Ratio: WBR= 53.13 Allowable Web Bucklinq Ratio: AWBR= 106.67 Controllinq Unbraced Lenqth: Lb= 0.0 FT Limitinq Unbraced Lenqth for Fb=.66*Fy: Lc= 6.85 FT Allowable Bendinq Stress: Fb= 23.76 KSI Web Heiqht to Thickness Ratio: h/tw= 49.83 Limitinq Web Heiqht to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controllinq Moment: M= 28193 FT-LB Nominal Moment Strength: Mr= 66132 FT-LB Controllinq Shear: V= 5126 LB Nominal Shear Strenqth: Vr= 40473 LB Moment of Inertia(Deflection): Ireq= 115.48 IN4 1= 204.00 IN4 Roof Beam[99 BOCA National Building Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006 : 07:38:52 AM Project: MCONVILL-Location:05-8'VALLEYS @ CENTER OF REAR DORMERS Summary: 1.75 IN x 9.25 IN x 8.0 FT (Actual 8.5 FT) /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 147.4% Controlling Factor:Area/Depth Required 5.95 In Span Deflections: Dead Load: DLD-Center= 0.06 IN Live Load: LLD-Center= 0.08 IN = U1333 Total Load: TLD-Center= 0.14 IN = U752 Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 913 LB Dead Load: DL-Rxn-A= 657 LB Total Load: TL-Rxn-A= 1570 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 1.09 IN Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 456 LB Dead Load: DL-Rxn-B= 338 LB Total Load: TL-Rxn-B= 794 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.55 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Beam End Elevation Diff.: .EL= 2.85 FT Pitch Of Roof: RP= 6 : 12 Live Load Deflect.Criteria: U 240 Total Load Deflect. Criteria: U 200 Roof Loading: Roof Live Load-Side One: LL1= 40.0 PSF Roof Dead Load-Side One: DL1= 25.0 PSF Rafter Length(HipNalley)-Side One: RL1= 5.7 FT Tributary Width Based on full span of rafters. Roof Live Load-Side Two: LL2= 40.0 PSF Roof Dead Load-Side Two: DL2= 25.0 PSF Rafter Length (HipNalley)-Side Two: RL2= 5.7 FT Tributary Width Based on full span of rafters. Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 5 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 8.49 FT Beam Triangular Live Load Adjusted for Slope: TRL= 286 PLF Beam Triangular Dead Load Adjusted for Slope: TRD= 212 PLF Beam Uniform Dead Load Adjusted for Slope: wD_adj= 4 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc-perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3098 PSI Adjustment Factors:Cd=1.15 Cf=1.04 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2345 FT-LB 4.246 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1430 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 9.08 IN3 S= 24.96 IN3 Area(Shear): Areq= 6.54 IN2 A= 16.19 IN2 Moment of Inertia(Deflection): Ireq= 30.71 IN4 1= 115.42 IN4 Roof Beam(99 BOCA National Buildinq Code(97 NDS))Ver:5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006 :07:38:53 AM Project: MCONVILL-Location: 06- 12'STRUCT. RAFTER UNDER REAR DORMER WALLS Summary: (2) 1.75 IN x 9.25 IN x 12.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate Bv: 17.2% Controllinq Factor: Moment of Inertia/Depth Required 8.77 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.32 IN Live Load: LLD= 0.30 IN=U484 Total Load: TLD= 0.61 IN=U234 Reactions(Each End): Live Load: LL-Rxn= 1680 LB Dead Load: DL-Rxn= 1785 LB Total Load: - TL-Rxn= 3465 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.32 IN Beam Data: Span: L= 12.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 11 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Roof Loadinq: Roof Live Load-Side One: LL1= 40.0 PSF Roof Dead Load-Side One: DL1= 25.0 PSF Tributary Width-Side One: TW1= 7.0 FT Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Roof Duration Factor: Cd= 1.15 Wall Load: WALL= 50 PLF Beam Self Weiqht: BSW= 10 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladj= 12.0 FT Beam Uniform Live Load: wL= 280 PLF Beam Uniform Dead Load: wD_adj= 298 PLF Total Uniform Load: wT= 578 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan 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= 10395 FT-LB 6.0 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 3465 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 40.27 IN3 } S= 49.91 IN3 Area(Shear): Areq= 15.86 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 196.93 IN4 1= 230.84 IN4 Roof Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006: 07:38:53 AM Project: MCONVILL-Location: 09- 11'STRUCT RAFTER UNDER REAR SHED DORMER WALL Summary: (2) 1.5 IN x 9.25 IN x 11.0 FT /Select Structural-Spruce-Pine-Fir-Dry Use Section Adequate By: 119.8% Controllinq Factor:Area/Depth Required 5.47 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.09 IN Live Load: LLD= 0.04 IN =U3004 Total Load: TLD= • 0.14 IN =U965 Reactions(Each End): Live Load: LL-Rxn= 218 LB Dead Load: DL-Rxn= '460 LB Total Load: TL-Rxn= 678 LB Bearing Length Required(Beam only, Support capacity not checked): . BL= 0.53 IN Beam Data: Span: L= 11.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 11 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Roof Loadinq: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 0.66 _ FT Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 0.66 FT Roof Duration Factor: Cd= 1.15 Wall Load: WALL= 50 PLF Beam Self Weight: BSW= 7 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladi= 11.0 FT Beam Uniform Live Load: wL= 40 PLF Beam Uniform Dead Load: wD_adj= 84 PLF Total Uniform Load: wT= 123 PLF Properties For: Select Structural-Spruce-Pine-Fir Bendinq Stress: Fb= 1250 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1500000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= _ 1581 PSI Adjustment Factors: Cd=1.15 Cf=1.10 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 1863 FT-LB 5.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 678 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 14.14 IN3 S= 42.78 IN3 Area(Shear): Areq= 12.63 IN2 A= 27.75 IN2 Moment of Inertia(Deflection): Ireq= 40.99 IN4 1= 197.86 IN4 Combination Roof and Floor Beam[AISC 9th Ed ASD 1 Ver:5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 01-27-2006:07:38:54 AM Proiect: MCONVILL-Location: 01-20'SPAN OF STL. BM. @ ABOVE 2ND FL. MAIN STAIRS Summary: A36 W 12x26 x 20.0 FT Section Adequate By: 31.4% Controlling Factor: Moment of Inertia Deflections: Dead Load: DLD= 0.18 IN Live Load: LLD= 0.33 IN=U730 Total Load: TLD= 0.51 IN=U473 Reactions(Each End): Live Load: LL-Rxn= 5400 LB Dead Load: DL-Rxn= 2940 LB Total Load: TL-Rxn= 8340 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.88 IN Beam Data: Span: L= 20.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 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= 8.5 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Floor Loading: Floor Live Load-Side One: FLL1= 30.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 8.5 FT Floor Live Load-Side Two: FLL2= 30.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 1.0 FT Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 255 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 173 PLF Floor Uniform Live Load: wL-floor= 285 PLF Floor Uniform Dead Load: wD-floor- 95 PLF Beam Self Weight: BSW= 26 PLF Combined Uniform Live Load: wL= 540 PLF Combined Uniform Dead Load: wD= 268 PLF Combined Uniform Total Load: wT= 834 PLF Controlling Total Design Load: wT-cont= 834 PLF Properties for:W12x26/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.22 IN Web Thickness: tw= 0.23 IN Flange Width: bf= 6.49 IN Flange Thickness: tf= 0.38 IN Distance to Web Toe of Fillet: k= 0.88 IN Moment of Inertia About X-X Axis: lx= 204.00 IN4 Section Modulus About X-X Axis: Sx= 33.40 IN3 Radius of Gvration of Compression Flange+ 1/3 of Web: rt= 1.72 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 8.54 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 53.13 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limitinq Unbraced Length for Fb=.66*Fy: Lc= 6.85 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: ? h/tw= 49.83 Limitinq Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 41698 FT-LB Nominal Moment Strength: Mr- 66132 FT-LB Controlling Shear: V= 8340 LB Nominal Shear Strength: Vr= 40473 LB Moment of Inertia(Deflection): Ireq= 155.26 IN4 1= 204.00 IN4 Combination Roof and Floor Beam[AISC 9th Ed ASD Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006 : 07:38:54 AM Protect: MCONVILL-Location:02- 14'SPAN OF STL BM @ 2ND FL STAIRS Summary: A36 W 12x26 x 14.0 FT Section Adequate By: 176.4% Controlling Factor: Moment Deflections: Dead Load: DLD= 0.05 IN Live Load: LLD= 0.09 IN=U1811 Total Load: TLD= 0.14 IN= U1178 Reactions(Each End): Live Load: LL-Rxn= 4445 LB Dead Load: DL-Rxn= 2390 LB, Total Load: TL-Rxn= 6835 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.88 IN Beam Data: Span: L= 14.0 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= - 8.5 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Floor Loadinq: Floor Live Load-Side One: FLL1= 40.0 PSF Floor Dead Load-Side One: FDL1= 15.0 PSF Floor Tributary Width-Side One: FTW1= 8.5 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 15.0 PSF Floor Tributary Width-Side Two: FTW2= 1.0 FT Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 255 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 173 PLF Floor Uniform Live Load: wL-floor= 380 PLF' Floor Uniform Dead Load: wD-floor= 143 PLF Beam Self Weiqht: BSW=' 26 PLF Combined Uniform Live Load: wL= 635 PLF Combined Uniform Dead Load: wD= 315 PLF Combined Uniform Total Load: wT= 976 PLF Controllinq Total Design Load: wT-cont= 976 PLF Properties for:W12x26/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.22 IN Web Thickness: tw= 0.23 IN Flanqe Width: bf= 6.49 IN Flanqe Thickness: tf= 0.38 _ IN Distance to Web Toe of Fillet: k= 0.88 IN Moment of Inertia About X-X Axis: Ix= 204.00 IN4 Section Modulus About X-X Axis: Sx= 33.40 IN3 Radius of Gyration of Compression Flanqe+ 1/3 of Web: rt= 1.72 IN Design Properties per AISC Steel Construction Manual Flanqe Bucklinq Ratio: FBR= 8.54 Allowable Flanqe Buckling Ratio: AFBR= 10.83 Web Bucklinq Ratio: WBR= 53.13 Allowable Web Bucklinq Ratio: AWBR= 106.67 Controllinq Unbraced Lenqth: Lb= 0.0 FT Limitinq Unbraced Lenqth for Fb=.66*Fy: Lc= 6.85 FT Allowable Bendinq Stress: Fb= 23.76 - KSI Web Height to Thickness Ratio: h/tw= 49.83 Limitinq Web Height to Thickness Ratio for Fv=.4'Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controllinq Moment: M= 23923 FT-LB Nominal Moment Strength: Mr= 66132 FT-LB Controllinq Shear: V= 6835 LB Nominal Shear Strenqth: Vr= 40473 LB Moment of Inertia(Deflection): Ireq= 51.96 IN4 1= 204.00 IN4 t Combination Roof and Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006 : 07:38:55 AM Proiect: MCONVILL-Location: 11-8' ROOF/CLG BM ABOVE WIND. SEAT UPPER HALL Summary: (2) 1.75 IN x 9.25 IN x 8.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate Bv: 85.0% Controllinq Factor: Moment of Inertia/Depth Required 7.53 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.06 IN Live Load: LLD= 0.11 IN=U846 Total Load: TLD= 0.17 IN=U555 Reactions(Each End): Live Load: LL-Rxn= 2160 LB Dead Load: DL-Rxn= 1133 LB Total Load: TL-Rxn= 3293 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.25 IN Beam Data: Span: L= 8.0 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= 9.0 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= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 30.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 9.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 15.0 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= 270 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 183 PLF Floor Uniform Live Load: wL-floor= 270 PLF Floor Uniform Dead Load: wD-floor- 90 PLF Beam Self Weight BSW= 10 PLF Combined Uniform Live Load: wL= 540 PLF Combined Uniform Dead Load: wD= 273 PLF Combined Uniform Total Load: wT= 823 PLF Controllinq Total Desiqn Load: wT-cont= 823 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan 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= 6586 FT-LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 3293 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 25.51 IN3 S= 49.91 IN3 Area(Shear): t Areq= 15.07 IN2 A= 32.38 IN2 Moment of Inertia (Deflection): Ireq= 124.77 IN4 1= 230.84 IN4 Combination Roof and Floor Beam(99 BOCA National Building Code(97 NbS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006:07:38:55 AM Protect: MCONVILL-Location: 15-5'ROOF BM. @ MSTR B.R.W.I.C. Summary: (2) 1.5 IN x 7.25 IN x 5.0 FT /Select Structural-Spruce-Pine-Fir-Dry Use Section Adequate By: 51.9% Controlling Factor:Area/Depth Required 4.77 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.02 IN= U3388 Total Load: TLD= 0.03 IN= U1984 Reactions(Each End): Live Load: LL-Rxn= 450 LB Dead Load: DL-Rxn= 318 LB Total Load: TL-Rxn= 768 LB ' Bearing Length Required (Beam only, Support capacity not checked): BL= 0.60 IN Beam Data: Span: L= 5.0 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= 6.0 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= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 40.0 PSF Floor Dead Load-Side One: FDL1= 15.0 PSF Floor Tributary Width-Side One: FTW1= 0.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 15.0 PSF r 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= 180 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 122 PLF Floor Uniform Live Load: wL-floor= 0 PLF Floor Uniform Dead Load: wD-floor- 0 PLF Beam Self Weight: BSW= 5 PLF Combined Uniform Live Load: wL= 180 PLF Combined Uniform Dead Load: wD= 122 PLF Combined Uniform Total Load: wT= 307 PLF Controlling Total Design Load: wT-cont= 307 PLF Properties For: Select Structural-Spruce-Pine-Fir Bending Stress: Fb= -1250 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1500000 PSI Stress Perpendicular to Grain: Fc perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1725 PSI Adjustment Factors: Cd=1.15 Cf=1.20 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: r M= 961 FT-LB 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 768 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 6.68 IN3 S= 26.28 IN3 Area(Shear): Areq= 14.32 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 14.41 IN4 1= 95.27 IN4 Combination Roof and Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006:07:38:55 AM Proiect: MCONVILL-Location: 16-5'ROOF BM.@ MSTR B.R.W.I.C. Summary: (2) 1.5 IN x 7.25 IN x 5.0 FT /Select Structural-Spruce-Pine-Fir-Dry Use Section Adequate By:6.7% Controllinq Factor:Area/Depth Required 6.79 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= 0.02 IN=U2772 Total Load: TLD= 0.04 IN=U1394 Reactions(Each End): Live Load: LL-Rxn= 550 LB Dead Load: DL-Rxn= 543 LB Total Load: TL-Rxn= 1093 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.86 IN Beam Data: Span: L= 5.0 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= 6.0 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= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 4.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 15.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 50 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 180 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 122 PLF Floor Uniform Live Load: wL-floor= 40 PLF Floor Uniform Dead Load: wD-floor= 40 PLF Beam Self Weiqht: BSW= 5 PLF Combined Uniform Live Load: wL= 220 PLF Combined Uniform Dead Load: wD= 162 PLF Combined Uniform Total Load: wT= 437 PLF Controllinq Total Desiqn Load: wT-cont= 437 PLF Properties For:Select Structural-Spruce-Pine-Fir Bendinq Stress: Fb= 1250 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1500000 PSI Stress Perpendicular to Grain: F6 erp= 425 PSI Adjusted Properties LID Fb'(Tension): Fb'= 1725 PSI Adjustment Factors: Cd=1.15 Cf=1.20 Fv': Fv'= 81 PSI - Adiustment Factors:Cd=1.15 Design Requirements: Controllinq Moment: M= 1367 FT-LB 2.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1093 LB At support. 3 Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 9.51 IN3 S= 26.28 IN3 Area(Shear): Areq 20.37 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 20.50 IN4 1= 95.27 IN4 Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006 :07:38:56 AM Proiect: MCONVILL-Location: 17- 10'-6"HDR ABOVE SITTING AREA IN MSTR. B.R. Summary: (3) 1.75 IN x 9.25 IN x 10.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:29.0% Controlling Factor: Moment of Inertia/Depth Required 8.5 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= 0.21 IN= U594 Total Load: TLD= 0.33 IN=U387 Reactions(Each End): Live Load: LL-Rxn= 2678 LB Dead Load: DL-Rxn= 1434 LB Total Load: TL-Rxn= 4111 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.04 IN Beam Data: Span: L= 10.5 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= 8.5 FT Roof Live Load-Side Two: RLL2 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor: ,Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 30.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 8.5 FT Floor Live Load-Side Two: FLL2= 10.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 255 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 173 PLF Floor Uniform Live Load: wL-floor- 255 PLF Floor Uniform Dead Load: wD-floor= 85 PLF Beam Self Weight: BSW= 15 PLF Combined Uniform Live Load: wL= 510 PLF Combined Uniform Dead Load: wD= 258 PLF Combined Uniform Total Load: wT= 783 PLF Controlling Total Design Load: wT-cont= 783 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan 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= 10793 FT-LB 5.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 4111 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 41.81 IN3 S= 74.87 IN3 Area (Shear): Areq= 18.82 IN2 A= 48.56 IN2 , Moment of Inertia(Deflection): Ireq= 268.35 IN4 1= 346.26 IN4 Combination Roof and Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver:5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 01-27-2006: 07:38:56 AM Protect: MCONVILL-Location: 19-4'HDR. @ 2ND FL. DORMER @ TOP OF REAR STAIRS Summary: (2) 1.5 IN x 7.25 IN x 4.0 FT /Select Structural-Spruce-Pine-Fir-Dry Use Section Adequate Bv: 147.0% Controllinq Factor:Area/Depth Required 2.94 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN =U9162 Total Load: TLD= 0.01 IN =U5040 Reactions(Each End): Live Load: LE-Rxn= 260 LB Dead Load: DL-Rxn= 213 LB Total Load: TL-Rxn= 473 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.37 ' IN Beam Data: Span: L= 4.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Roof Loadinq: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 3.0 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= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 4.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 15.0 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= 90 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 61 PLF Floor Uniform Live Load: wL-floor= 40 PLF Floor Uniform Dead Load: wD-floor= 40 PLF Beam Self Weiqht: BSW= 5 PLF Combined Uniform Live Load: wL= 130 PLF Combined Uniform Dead Load: wD= 101 PLF Combined Uniform Total Load: wT= 236 PLF Controllinq Total Desiqn Load: wT-cont= 236 PLF Properties For: Select Structural-Spruce-Pine-Fir Bendinq Stress: Fb= 1250 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1500000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1725 PSI Adjustment Factors:Cd=1.15 Cf=1.20 Fv': Fv'= 81 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controllinq Moment: M= 473 FT-LB 2.0 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 473 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 3.29 IN3 S= 26.28 IN3 Area (Shear): Areq= 8.81 IN2 . A= 21.75 IN2 Moment of Inertia (Deflection): Ireq= 3.78 IN4 1= 95.27 IN4 Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07. Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006 :07:38:57 AM Project: MCONVILL-Location:21-10'HDR. @ FRONT GARAGE DORMER Summary: (2) 1.5 IN x 11.25 IN x 10.0 FT /Select Structural-Spruce-Pine-Fir-Dry Use Section Adequate By:29.7% Controlling Factor:Area/Depth Required 8.67 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.05 IN Live Load: LLD= 0.06 IN= U1899 Total Load: TLD= 0.12 IN =U1020 Reactions(Each End): Live Load: LL-Rxn=, 750 LB Dead Load: DL-Rxn= 646 LB Total Load: TL-Rxn= 1396 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.10 IN Beam Data: Span: L= 10.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 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= 3.0 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= 0.0 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= 6.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 15.0 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= 90 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 61 PLF Floor Uniform Live Load: wL-floor= 60 PLF Floor Uniform Dead Load: wD-floor= 60 PLF Beam Self Weight: BSW= 8 PLF Combined Uniform Live Load: wL= 150 PLF Combined Uniform Dead Load: wD= ' 121 PLF Combined Uniform Total Load: wT= 279 PLF Controlling Total Design Load: wT-cont= 279 PLF Properties For: Select Structural-Spruce-Pine-Fir Bending Stress: - Fb= 1250 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1500000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1438 PSI Adjustment Factors: Cd=1.15 Cf=1.00 Fv': Fv'= 81 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 3491 FT-LB 5.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1396 LB At support. Critical shear created by combining all dead and live loads. , Comparisons With Required Sections: Section Modulus(Moment): Sreq= 29.14 IN3 S= 63.28 IN3 Area(Shear): Areq= 26.02 IN2 A= 33.75 IN2 Moment of Inertia(Deflection): Ireq= 69.80 IN4 1= 355.96 IN4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:01-27-2006 : 07:38:57 AM Proiect: MCONVILL-Location:01A Summary: A36 W 12x26 x 20.0 FT Section Adequate By:33.4% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.16 IN Live Load: LLD-Center= 0.34 IN =U706 Total Load: TLD-Center= 0.50 IN =U480 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 6140 LB Dead Load: DL-Rxn-A= 2905 LB Total Load: TL-Rxn-A= 9044 LB Bearing Length Required(Beam only,Support capacity not checked): BL-A= 0.88 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 5321 LB Dead Load: DL-Rxn-B= 2495 LB Total Load: TL-Rxn-B= 7816 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.88 IN Beam Data: Center Span Length: L2= 20.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 20.0 FT Live Load Deflect.Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 510 PLF Dead Load: wD-2= 213 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT-2= 749 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 180 PLF Left Dead Load: TRD-Left-1-2= 90 PLF Right Live Load: TRL-Riqht-1-2= 180 PLF Right Dead Load: TRD-Right-1-2= 90 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 Properties for:W12x26/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.22 IN Web Thickness: tw= 0.23 IN Flange Width: bf= 6.49 IN Flange Thickness: tf= 0.38 IN Distance to Web Toe of Fillet: k= 0.88 IN Moment of Inertia About X-X Axis: Ix= 204.00 IN4 Section Modulus About X-X Axis: Sx= 33.40 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.72 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 8.54 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 53.13 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.85 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 49.83 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KS1 Design Requirements Comparison: Controlling Moment: M= 40805 FT-LB 9.6 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= 66132 FT-LB Controlling Shear: V= 9044 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= 40473 LB Moment of Inertia(Deflection): Ireq= 152.93 IN4 1= 204.00 IN4 Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:01-27-2006: 07:38:58 AM Protect: MCONVILL-Location:03-3'-6"HEADER IN DOOR TO B.R.#1 Summary: (2) 1.75 IN x 16.0 IN x 3.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 1.4% Controlling Factor:Area/Depth Required 15.78 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= 0.01 IN =U8170 Total Load: TLD-Center= 0.01 IN = U5428 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= '6976 LB Dead Load: DL-Rxn-A= 3520 LB Total Load: TL-Rxn-A= 10496 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 4.00 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2790 LB Dead Load: DL-Rxn-B= 1426 LB Total Load: TL-Rxn-B= 4217 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.61 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= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT-2= 18 PLF Point Load 1 Live Load: PL1-2= 9766 LB Dead Load: PD1-2= 4885 LB Location(From left end of span): X1-2= 1.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan _ Bending Stress: 4 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'= 2500 PSI Adjustment Factors: Cd=1.00 Cf=0.96 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 10424 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= 10496 LB At 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= 50.03 IN3 S= 149.33 IN3 Area(Shear): Areq= 55.24 IN2 A= 56.00 IN2 Moment of Inertia(Deflection): Ireq= 66.03 IN4 1= 1194.67 IN4 I - Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:01-27-2006 : 07:38:58 AM Project: MCONVILL-Location:04-3'-6"C.0 IN UPPER HALL Summary: (2) 1.75 IN x 11.25 IN x 3.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 15.4% Controllinq Factor:Area/Depth Required 9.75 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: - LLD-Center= 0.01 IN= U4517 Total Load: TLD-Center= 0.01 IN= U3055 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4386 LB Dead Load: DL-Rxn-A= 2097 LB Total Load: TL-Rxn-A= 6482 LB Bearinq Lenqth Required(Beam only, Support capacity not checked): BL-A= 2.47 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1754 LB Dead Load: DL-Rxn-B= 852 LB Total Load: TL-Rxn-B= 2606 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.99 IN Beam Data: Center Span Lenqth: L2= 3.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 3.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 12 PLF Point Load 1 Live Load: PL1-2= 6140 LB Dead Load: PD1-2= 2905 LB Location (From left end of span): X1-2= 1.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan 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'= 2623 PSI Adjustment Factors: Cd=1.00 Cf=1.01 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 6437 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 Controllinq Shear: V= 6482 LB At 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= 29.45 IN3 S= 73.83 IN3 Area (Shear): . . Areq= 34.12 IN2 A= 39.38 IN2 Moment of Inertia(Deflection): Ireq= 40.78 IN4 1= 415.28 IN4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 01-27-2006:07:38:59 AM Proiect: MCONVILL-Location:07- 15'-6"CLG BEAM AT REAR DORMERS Summary: A36 W10x19 x 15.5 FT Section Adequate By:21.1% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center= 0.18 IN Live Load: LLD-Center= 0.31 IN=U607 Total Load: TLD-Center= 0.48 IN=U384 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5211 LB Dead Load: DL-Rxn-A= 2848 LB Total Load: TL-Rxn-A= 8059 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= 5287 LB Dead Load: DL-Rxn-B= 3182 LB Total Load: TL-Rxn-B= 8469 LB Bearing Length Required(Beam only,Support capacity not checked): BL-B= 0.81 IN Beam Data: Center Span Length: L2= 15.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.5 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 510 PLF Dead Load: wD-2= 213 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 742 PLF Point Load 1 Live Load: PL1-2= 913 LB Dead Load: PD1-2= 657 LB Location(From left end of span): X1-2= 1.5 FT Point Load 2 Live Load: PL2-2= - 1680 LB Dead Load: PD2-2= 1785 LB Location(From left end of span): X2-2= 11.5 FT Properties for:W10x19/A36 " Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.24 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= 0.81 IN 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= 1.03 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 5.09 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 40.96 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 4.24 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 37.8 Limitinq Web Height to Thickness Ratio for Fv=.4*Fy: , h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= , 30745 FT-LB 8.68 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= 37224 FT-LB Controlling Shear: V= 8469 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= 36864 LB Moment of Inertia(Deflection): Ireq= 75.17 IN4 1= 96.30 IN4 Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006: 07:38:59 AM Protect: MCONVILL-Location: 07A- 18'-0"CLG BEAM AT REAR DORMERS Summary: A36 W 10x26 x 18.0 FT Section Adequate By:20.2% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center- 0.22 IN Live Load: LLD-Center= 0.38 IN = U575 Total Load: TLD-Center= 0.60 IN= U361 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 6034 LB Dead Load: DL-Rxn-A= 3393 LB Total Load: TL-Rxn-A= 9427 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.88 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 5739 LB Dead Load: DL-Rxn-B= 3342 LB Total Load: TL-Rxn-B= 9081 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.88 IN Beam Data: Center Span Length: L2= 18.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 18.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 510 PLF Dead Load: wD-2= 213 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT-2= 749 PLF Point Load 1 Live Load: PL1-2= 913 LB Dead Load: PD1-2= 657 LB Location(From left end of span): X1-2= 1.5 FT Point Load 2 Live Load: PL2-2= 1680 LB Dead Load: PD2-2= 1785 LB Location (From left end of span): X2-2= 11.5 FT Properties for:W10x26/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.33 IN Web Thickness: tw= 0.26 IN Flange Width: bf= 5.77 IN Flange Thickness: tf= 0.44 IN Distance to Web Toe of Fillet: k= 0.88 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= 1.54 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.56 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 39.73 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.09 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 36.35 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit=. 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 43590 FT-LB 10.44 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 55242 FT-LB Controlling Shear: V= 9427 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= 38676 LB Moment of Inertia(Deflection): Ireq= 119.78 IN4 1= 144.00 IN4 Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:01-27-2006 : 07:39:00 AM Project: MCONVILL-Location: 08- 14'ROOF/CLG BM ABOVE B.R.#3 Summary: (2) 1.75 IN x 16.0 IN x 14.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:20.7% Controlling Factor: Section Modulus/Depth Required 14.57 In - Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.13 IN Live Load: LLD-Center= 0.27 IN =U613 Total Load: TLD-Center= 0.40 IN = U419 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5040 LB Dead Load: DL-Rxn-A= 2328 LB Total Load: TL-Rxn-A= 7368 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 2.81 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 5040 LB Dead Load: DL-Rxn-B= - 2328 LB Total Load: TL-Rxn-B= 7368 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 2.81 IN Beam Data: Center Span Length: L2= 14.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 14.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U•. 360 Total Load Deflect.Criteria: U 300 Center Span Loading: Uniform Load: k Live Load: wL-2= 720 PLF Dead Load: wD-2= 315 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT-2= 1053 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI - Adjusted Properties Fb'(Tension): Fb'=` 2500 PSI Adjustment Factors: Cd=1.00 Cf=0.96 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 25786 FT-LB 7.0 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= 7368 LB At 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= 123.76' IN3 S= 149.33 IN3 Area(Shear): Areq=, 38.78 IN2 A= 56.00 IN2 Moment of Inertia(Deflection): Ireq= 854.88 IN4 1= 1194.67 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006 : 07:39:00 AM Proiect: MCONVILL-Location: 10-6'HDR.AT SIDE WINDOWS OF B.R.#3 Summary: (2) 1.75 IN x 11.25 IN x 6.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:27.6% Controllinq Factor:Area/Depth Required 8.82 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center= 0.04 IN=U1991 Total Load: TLD-Center= 0.05 IN=U1313 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3900 LB Dead Load: DL-Rxn-A= 1963 LB Total Load: TL-Rxn-A= 5863 LB Bearinq Lenqth Required(Beam only, Support capacity not checked): BL-A 2.23 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= .1380 LB Dead Load: DL-Rxn-B= 799 LB Total Load: TL-Rxn-B= 2179 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.83 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= 40 PLF Dead Load: wD-2= 60 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 112 PLF Point Load 1 Live Load: PL1-2= 5040 LB Dead Load: PD1-2= 2328 LB Location (From left end of span): X1-2= 1.5 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan 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'= 2623 PSI Adjustment Factors: Cd=1.00 Cf=1.01 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: '. Controllinq Moment: M= 8668 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= 5863 LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 39.66 IN3 S= 73.83 IN3 Area(Shear): Areq= 30.86 IN2 A= 39.38 IN2 Moment of Inertia(Deflection): . Ireq= 94.85 IN4 1= 415.28 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006 :07:39:01 AM Project: MCONVILL-Location: 12- 13'STRUCT. RAFTER @ WIN SEAT UPPER HALL Summary: (2) 1.75 IN x 9.25 IN x 13.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate Bv: 8.2% Controlling Factor: Section Modulus/Depth Required 8.89 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.21 IN Live Load: LLD-Center= 0.38 IN = U415 Total Load: TLD-Center= 0.59 IN=U266 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 925 LB Dead Load: DL-Rxn-A= 544 LB Total Load: TL-Rxn-A= 1469 LB Bearing Length Required(Beam only,Support capacity not checked): BL-A= 0.56 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1755 LB Dead Load: DL-Rxn-B= 980 LB Total Load: TL-Rxn-B= 2736 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.04 IN Beam Data: Center Span Length: L2= 13.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 13.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Center Span Loading: Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 20 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 70 PLF Point Load 1 Live Load: PL1-2= 2160 LB Dead Load: PD1-2= 1133 LB Location (From left end of span): X1-2= 9.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan 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= 10356 FT-LB 8.97 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= 2736 LB At 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= 46.13 IN3 S= 49.91 IN3 Area(Shear): Areq= 14.40 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 173.51 IN4 1= 230.84 IN4 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS))Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:01-27-2006: 07:39:01 AM Proiect: MCONVILL-Location: 13-9'HDR AT REAR PORCH SOFFIT Summary: (3) 1.75 IN x 9.25 IN x 9.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:32.0% Controllinq Factor: Moment of Inertia/Depth Required 8.43 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= 0.19 IN =U584 Total Load: TLD-Center= 0.27 IN =U396 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3713 LB Dead Load: DL-Rxn-A= 1756 LB Total Load: TL-Rxn-A= 5468 LB Bearinq Lenqth Required(Beam only, Support capacity not checked): BL-A= 1.39 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 3713 LB Dead Load: DL-Rxn-B= 1756 LB Total Load: TL-Rxn-B= 5468 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.39 IN Beam Data: Center Span Lenqth: L2= 9.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 9.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 825 PLF Dead Load: wD-2= 375 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 1215 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2694 PSI Adjustment Factors: Cd=1.00 Cf=1.04 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 12304 FT-LB 4.5 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 5468 LB At 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= 54.81 IN3 S= 74.87 IN3 Area(Shear): Areq= 28.78 IN2 A= 48.56 IN2 Moment of Inertia(Deflection): Ireq= 262.22 IN4 1= 346.26 IN4 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:01-27-2006 : 07:39:01 AM Protect: MCONVILL-Location: 14-8'HDR AT REAR SMALL PORCH Summary: (3) 1.75 IN x 7.25 IN x 8.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 79.1% Controlling Factor: Moment of Inertia/Depth Required 5.97 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.06 IN Live Load: LLD-Center= 0.11 IN =U836 Total Load: TLD=Center= 0.18 IN =U537 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1580 LB Dead Load: DL-Rxn-A= 878 LB Total Load: TL-Rxn-A= 2458 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.62 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1580 LB Dead Load: DL-Rxn-B= 878 LB Total Load: TL-Rxn-B= 2458 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.62 IN Beam Data: Center Span Length: L2= 8.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT Live Load 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= 395 PLF Dead Load: wD-2= 208 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 614 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= .750 PSI Adjusted Properties Fb'(Tension): Fb'= 2785 PSI Adjustment Factors: Cd=1.00 Cf=1.07 FV: Fv'= 285 'PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 4915 FT-LB 4.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2458 LB At 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= 21.18 IN3 S= 45.99 IN3 Area(Shear): Areq= 12.93 IN2 Moment of Inertia(Deflection): A= 38.06 IN2 . Ireq= 93.11 IN4 I= 166.72 IN4 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006 : 07:39:02 AM Project: MCONVILL-Location: 20- 11.5'STRUCT RAFTER @ SMALL DORM-TOP OF REAR STAIRS Summary: (2) 1.5 IN x 9.25 IN x 11.5 FT /Select Structural-Spruce-Pine-Fir-Dry Use Section Adequate By: 76.6% Controllinq Factor:Area/Depth Required 5.8 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= 0.09 IN=U1580 Total Load: TLD-Center= 0.15 IN=U914 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 422 LB Dead Load: DL-Rxn-A= 311 LB Total Load: TL-Rxn-A= 733 LB Bearinq Lenqth Required(Beam only, Support capacity not checked): BL-A= 0.58 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 298 LB Dead Load: DL-Rxn-B= 209 LB Total Load: TL-Rxn-B= 507 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.40 IN Beam Data: Center Span Lenqth: L2= 11.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Center Span Loading: Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 20 PLF Beam Self Weight: BSW= 7 PLF Total Load: wT-2= 67 PLF Point Load 1 Live Load: PL1-2= 260 LB Dead Load: PD1-2= 213 LB Location(From left end of span): X1-2= 3.0 FT Properties For: Select Structural-Spruce-Pine-Fir Bendinq Stress: Fb= 1250 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1500000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1375 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Fv': Fv'= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 1927 FT-LB 3.91 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= 733 LB At 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= 16.82 IN3 S= 42.78 IN3 Area(Shear): Areq= 15.72 IN2 A= 27.75 IN2 Moment of Inertia(Deflection): Ireq= 43.29 IN4 1= 197.86 IN4 I • Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver:5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006:07:39:02 AM Protect: MCONVILL-Location:22- 12.5'STRUCT RAFTER @ FRONT GAR. DORMER Summary: 1.75 IN x 9.25 IN x 12.6 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 35.8% Controlling Factor: Section Modulus/Depth Required 7.94 In Center Span Deflections: Dead Load: DLD-Center- 0.21 IN Live Load: LLD-Center= 0.27 IN=U565 Total Load: TLD-Center= 0.47 IN=U319 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 823 LB Dead Load: DL-Rxn-A= 650 LB Total Load: TL-Rxn-A= 1473 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= 431 LB Dead Load: DL-Rxn-B= 312 LB Total Load: TL-Rxn-B= 742 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.57 IN Beam Data: Center Span Length: L2= 12.6 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.6 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: U 240 Total Load Deflect. Criteria: U 200 Center Span Loading: Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 20 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 65 PLF Point Load 1 Live Load: PL1-2= 750 LB Dead Load: PD1-2= 646 LB Location (From left end of span): X1-2= 3.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan 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 Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 4125 FT-LB 3.024 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= .1473• LB At 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= 18.38 1N3 S= 24.96 IN3 Area(Shear): Areq= 7.76 IN2 A= 16.19 IN2 Moment of Inertia(Deflection): treq= 72.39 IN4 1= 115.42 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006: 07:39:03 AM Protect: MCONVILL-Location:24- 16' FLUSH BM.ABOVE FOYER Summary: (2) 1.75 IN x 9.5 IN x 16.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate Bv:61.3% Controlling Factor: Moment of Inertia/Depth Required 8.1 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.12 IN Live Load: LLD-Center= 0.21 IN =U903 Total Load: TLD-Center= 0.33 IN =U581 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 994 LB Dead Load: DL-Rxn-A= 424 LB Total Load: TL-Rxn-A= 1418 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.54 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 416 LB Dead Load: DL-Rxn-B= 269 LB Total Load: TL-Rxn-B= 685 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.26 IN Beam Data: Center Span Length: L2= 16.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 16.0 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= 40 PLF Dead Load: wD-2= 20 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 70 PLF Point Load 1 Live Load: PL1-2= 770 LB Dead Load: PD1-2= 207 LB Location(From left end of span): X1-2= 2.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties _ Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3335 FT-LB 6.24 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= 1418 LB At 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= 14.91 IN3 S= 52.65 IN3 Area(Shear): Areq= 7.46 IN2 A= 33.25 IN2 Moment of Inertia(Deflection): Ireq= 154.99 IN4 1= 250.07 IN4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver:5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006: 07:39:03 AM Proiect: MCONVILL-Location:25-20'STL. BM @ LIVING/DINING Summary: A36 W8x40 x 20.0 FT 0 Section Adequate By: 17.3/o Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center- 0.22 IN Live Load: LLD-Center= 0.35 IN =U692 Total Load: TLD-Center= 0.57 IN =U422 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4173 LB Dead Load: DL-Rxn-A= 2521 LB Total Load: TL-Rxn-A= 6694 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= 7508 LB Dead Load: DL-Rxn-B= - 4685 LB Total Load: TL-Rxn-B= 12193 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.06 IN Beam Data: Center Span Length: L2= 20.0 FT Center Span Unbraced Lenqth-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 20.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect.Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 270 PLF Dead Load: wD-2= 140 PLF Beam Self Weight: BSW= 40 PLF Total Load: wT-2= 450 PLF Point Load 1 Live Load: PL1-2= 994 LB Dead Load: PD1-2= 424 LB Location (From left end of span): X1-2= 1.0 FT Point Load 2 Live Load: PL2-2= 5287 LB Dead Load: PD2-2= 3182 LB Location (From left end of span): X2-2= 18.0 FT Properties for:W8x40/A36 Yield Stress: Fy= 36 ' KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.25 IN Web Thickness: tw= 0.36 IN Flange Width: bf= 8.07 IN Flange Thickness: tf= 0.56 IN Distance to Web Toe of Fillet: k= 1.06 IN Moment of Inertia About X-X Axis: Ix= 146.00 IN4 Section Modulus About X-X Axis: Sx= 35.50 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 2.21 IN Design Properties per AISC Steel Construction Manual' Flange Buckling Ratio: FBR= 7.21 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 22.92 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 8.52 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 19.81 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= . 32346 FT-LB 11.8 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr- 70290 FT-LB Controlling Shear: V= 12193 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= 42768 LB Moment of Inertia(Deflection): Ireq= 124.49 IN4 1= 146.00 IN4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 01-27-2006:07:39:04 AM Project: MCONVILL-Location:25A-20'STL. BM @ LIVING/DINING Summary: A36 W 14x48 x 20.0 FT Section Adequate By: 19.7% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center- 0.20 IN Live Load: LLD-Center= 0.36 IN = U673 Total Load: TLD-Center= 0.56 IN= U431 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 13028 LB Dead Load: DL-Rxn-A= 7169 LB Total Load: TL-Rxn-A= 20197 LB Bearing Length Required (Beam only,Support capacity not checked): BL-A= 1.38 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 18947 LB Dead Load: DL-Rxn-B= 10984 LB Total Load: TL-Rxn-B= 29930 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.38 IN Beam Data: Center Span Length: L2= 20.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 20.0 FT Live Load Deflect.Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 540 PLF Dead Load: wD-2= 280 PLF Beam Self Weight: BSW= 48 PLF Total Load: wT-2= 868 PLF r Point Load 1 Live Load: PL1-2= 1988 LB Dead Load: PD1-2= 848 LB `Location(From left end of span): X1-2= 1.0 FT Point Load 2 Live Load: PL2-2= 11026 LB Dead Load: PD2-2= 6524 LB Location(From left end of span): X2-2= 18.0 FT Point Load 3 Live Load:. PL3-2= 2761 LB Dead Load: PD3-2= 1532 LB Location(From left end of span): X3-2= 4.5 FT Point Load 4 Live Load: PL4-2= 5400 LB Dead Load: PD4-2= 2688 LB Location(From left end of span): X4-2= 10.75 FT ,Properties for:W14x48/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 13.79 IN Web Thickness: tw= 0.34 IN Flange Width: bf= 8.03 IN Flange Thickness: tf= 0.60 IN Distance to Web Toe of Fillet: k= 1.38 IN Moment of Inertia About X-X Axis: Ix= 485.00 IN4 Section Modulus About X-X Axis: Sx= 70.30 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 2.13 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.75 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 40.56 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 8.48 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 37.06 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 112262 FT-LB 10.8 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 139194 FT-LB Controlling Shear: V= 29930 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Pape:2 Multi-Loaded Beam[AISC 9th Ed ASD Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:01-27-2006: 07:39:04 AM Project: MCONVILL-Location:25A-20'STL. BM @ LIVING/DINING - Nominal Shear Strenqth: Vr- 67516 LB Moment of Inertia(Deflection): Ireq= 405.21 IN4 1= 485.00 IN4 A � 9 y _ I I Multi-Loaded Beam[99 BOCA National Buildinq Code )1 NDS 97 Ver: 5.07 ( By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:01-27-2006 : 07:39:04 AM Proiect: MCONVILL-Location: 26- 18.5'FLUSH BM.@ FRONT SIDE OF MAIN STAIRS Summary: (3) 1.75 IN x 9.5 IN x 18.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:32.8% Controllinq Factor: Moment of Inertia/Depth Required 8.64 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.32 IN Live Load: LLD-Center= 0.15 IN =U1501 Total Load: TLD-Center= 0.46 IN =U478 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 370 LB Dead Load: DL-Rxn-A= 792 LB Total Load: TL-Rxn-A= 1162 LB Bearinq Lenqth Required(Beam only, Support capacity not checked): BL-A= 0.30 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 370 LB Dead Load: DL-Rxn-B= 792 LB Total Load: TL-Rxn-B= 1162 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.30 IN Beam Data: Center Span Lenqth: L2= 18.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: - Lu2-Bottom= 18.5 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= 40 PLF Dead Load: wD-2= 70 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT-2= 126 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 5373 FT-LB 9.25 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= 1162 LB At 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= 24.02 IN3 S= 78.97 IN3 Area(Shear): Areq= 6.11 IN2 A= 49.88 IN2 Moment of Inertia(Deflection): Ireq= 282.45 IN4 1= 375.10 IN4 Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006 :07:39:05 AM Proiect: MCONVILL-Location: 27- 18'FLUSH BM 2 KITCHEN/DINING Summary: A36 W8x40 x 18.0 FT Section Adequate By:4.1% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.20 IN Live Load: LLD-Center= 0.37 IN=U576 Total Load: TLD-Center- 0.58 IN=U375 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5628 LB Dead Load: DL-Rxn-A= 2941 LB Total Load: TL-Rxn-A= 8569 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= 6166 LB Dead Load: DL-Rxn-B= 3342 LB Total Load: TL-Rxn-B= 9508 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.06 IN Beam Data: Center Span Length: ' L2= 18.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= _ 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 18.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: " . U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 450 PLF Dead Load: wD-2= 200 PLF Beam Self Weight: BSW= 40 PLF Total Load: wT-2= 690 PLF Point Load 1 Live Load: PL1-2= 994 LB Dead Load: PD1-2= 424 LB Location(From left end of span): X1-2= 3.0 FT Point Load 2 Live Load: PL2-2= 2700 LB Dead Load: PD2-2= 1539 LB Location (From left end of span): X2-2= y 13.0 FT Properties for:W8x40/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.25 IN Web Thickness: tw= 0.36 IN Flange Width: bf= 8.07 IN Flange Thickness: tf= 0.56 IN Distance to Web Toe of Fillet: k= 1.06 IN Moment of Inertia About X-X Axis: lx= 146.00 IN4 Section Modulus About X-X Axis: Sx= 35.50 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 2.21 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.21 Allowable Flange Buckling Ratio: _ AFBR= 10.83 Web Buckling Ratio: WBR= 22.92 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 8.52 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 19.81 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI i Design Requirements Comparison: Controlling Moment: M= 41309 FT-LB 10.44 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 70290 FT-LB Controlling Shear: V= 9508 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- 42768 -'LB Moment of Inertia(Deflection): Ireq= 140.20 IN4 - 1= 146.00 IN4 Multi-Loaded Beam[AISC 9th Ed ASD Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006 : 07:39:06 AM Proiect: MCONVILL-Location:28- 16'HDR @ POCKETS TO STUDY Summary: A36 W8x18 x 16.0 FT Section Adequate By:22.8% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.17 IN Live Load: LLD-Center= 0.26 IN=L/728 Total Load: TLD-Center= 0.43 IN=U442 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2603 LB Dead Load: DL-Rxn-A= 1676 LB Total Load: TL-Rxn-A= 4279 LB Bearing Length Required(Beam only, Support capacity not checked): . BL-A= 0.75 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2231 LB Dead Load: DL-Rxn-B= 1517 LB Total Load: TL-Rxn-B= 3747 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.75 IN Beam Data: Center Span Length: L2= 16.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 16.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect.Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 240 PLF Dead Load: wD-2= 155 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT-2= '413 PLF Point Load 1 Live Load: PL1-2= 994 LB Dead Load: PD1-2= 424 LB Location (From left end of span): X1-2= 5.0 FT Properties for:W8x18/A36 Yield Stress: Fv= 36 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= 0.75 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= 1.39 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.95 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 35.39 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 5.54 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 32.52 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: , Controlling Moment: M= 16998 FT-LB 6.88 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= 30096 FT-LB Controlling Shear: V= 4279 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= 26960 LB Moment of Inertia(Deflection): Ireq= 50.42 IN4 1= 61.90 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)I Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:01-27-2006 :07:39:06 AM Protect: MCONVILL-Location: 29-6'HDR @ SIDE WINDOW IN B.R.#1 Summary: (3) 1.75 IN x 9.25 IN x 6.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:54.2% Controlling Factor: Section Modulus/Depth Required 7.45 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.03 IN Live Load: LLD-Center= 0.05 IN =U1359 Total Load: TLD-Center= 0.08 IN = U849 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3474 LB Dead Load: DL-Rxn-A= 2094 LB Total Load: TL-Rxn-A= 5568 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.41 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1737 LB Dead Load: DL-Rxn-B= 1145 LB Total Load: TL-Rxn-B= 2882 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.73 IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= - 6.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 50 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 65 PLF Point Load 1 Live Load: PL1-2= 5211 LB Dead Load: PD1-2= 2848 LB Location (From left end of span): X1-2= 2.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan 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): F_b'= 2694 PSI Adjustment Factors: Cd=1.00 Cf=1.04 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 10901 FT-LB 2.04 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= 5568 LB At left support of span 2(Center Span) Critical shear created bV combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 48.56 IN3 S= 74.87 IN3 Area(Shear): Areq= 29.31 IN2 A= 48.56 IN2 Moment of Inertia(Deflection): Ireq= 122.31 IN4 1= 346.26 IN4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006:07:39:07 AM Proiect: MCONVILL- Location:31- 11' FLUSH BM UNDER DORMER WALL IN GARAGE Summary: 1.75 IN x 9.5 IN x 11.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 126.4% Controlling Factor: Moment of Inertia/Depth Required 7.24 In Center Span Deflections: Dead Load: DLD-Center= 0.14 IN Live Load: LLD-Center= 0.06 IN=U2380 Total Load: TLD-Center= 0.19 IN=U679 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 220 LB Dead Load: DL-Rxn-A= 551 LB Total Load: TL-Rxn-A= 771 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.59 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 220 LB Dead Load: DL-Rxn-B= 551 LB Total Load: TL-Rxn-B= 771 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.59 IN Beam Data: Center Span Length: L2= 11.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: » Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 95 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 140 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc—perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2120 FT-LB 5.5 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 771 LB At 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= 9.48 IN3 S= 26.32 IN3 Area(Shear): Areq= 4.06 IN2 A= 16.63 IN2 Moment of Inertia(Deflection): Ireq= 55.23 IN4 1= 125.03 IN4 r Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:01-27-2006 : 07:39:07 AM Proiect: MCONVILL-Location: 32-9'HDR.AT GARAGE DOORS Summary: (3) 1.5 IN x 9.25 IN x 9.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate Bv: 184.9% Controllinq Factor: Section Modulus/Depth Required 5.48 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= 0.03 IN=U3146 Total Load: TLD-Center= 0.06 IN =U1765 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 305 LB Dead Load: DL-Rxn-A= 247 LB Total Load: TL-Rxn-A= 552 LB Bearinq Lenqth Required(Beam only, Support capacity not checked): BL-A= 0.29 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 305 LB Dead Load: DL-Rxn-B= 247 LB Total Load: TL-Rxn-B= 552 LB Bearing Length Required(Beam only,Support capacity not checked): BL-B= 0.29 IN Beam Data: Center Span Lenqth: L2= 9.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 9.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: t Live Load: wL-2= 20 PLF Dead Load: wD-2= 10 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 40 PLF Point Load 1 Live Load: PL1-2= 431 LB Dead Load: PD1-2= 312 LB Location (From left end of span): X1-2= 4.5 FT Properties For:#2-Spruce-Pine-Fir Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticitv: E= 1400000 PSI Stress Perpendicular to Grain: Fc—perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1107 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cr=1.15 Fv': Fv'= 70 PSI ` Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 2078 FT-LB 4.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 552 LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 22.53 IN3 S= 64.17 IN3 Area(Shear): Areq= 11.83 IN2 A= 41.63 IN2 Moment of Inertia(Deflection): Ireq= 50.43 IN4 1= 296.79 IN4 , Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver:5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:01-27-2006 : 07:39:07 AM Project: MCONVILL-Location: 33-GIRT-WORSE CASE Summary: (2) 1.75 IN x 9.25 IN x 9.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 7.8% Controlling Factor: Moment of Inertia/Depth Required 9.02 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= 0.23 IN=U476 Total Load: TLD-Center= 0.33 IN=U323 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2991 LB Dead Load: DL-Rxn-A= 1406 LB Total Load: TL-Rxn-A= 4397 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.68 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2969 LB Dead Load: DL-Rxn-B= 1395 LB Total Load: TL-Rxn-B= 4364 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.66 IN Beam Data: Center Span Length: L2= 9.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 9.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 640 PLF Dead Load: wD-2= 290 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 940 PLF Point Load 1 Live Load: PL1-2= 200 . LB Dead Load: PD1-2= 100 LB Location (From left end of span): X1-2= 4.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan 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= 10127 FT-LB 4.32 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= 4397 LB At 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= 45.12 IN3 S= 49.91 IN3 Area(Shear): Areq= 23.14 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 214.17 IN4 1= 230.84 IN4 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver:5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006:07:39:08 AM Protect: MCONVILL- Location: 34-TSPAN OF BEAM @ SIDE OF REAR PORCH Summary: (3) 1.75 IN x 9.25 IN x 7.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate Bv:66.1% Controllinq Factor: Section Modulus/Depth Required 7.18 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.04 IN Live Load: LLD-Center= 0.07 IN = U1179 Total Load: TLD-Center- 0.11 IN=U775 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2229 LB Dead Load: DL-Rxn-A= 1175 LB Total Load: TL-Rxn-A= 3403 LB Bearinq Lenqth Required(Beam only, Support capacity not checked): BL-A= 0.86 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1671 LB Dead Load: DL-Rxn-B= 894 LB Total Load: TL-Rxn-B= 2566 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.65 IN Beam Data: Center Span Lenqth: L2= 7.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 15 PLF Point Load 1 Live Load: PL1-2= 3900 LB Dead Load: PD1-2= 1963 LB Location(From left end of span): X1-2= 3.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2694 PSI Adjustment Factors: Cd=1.00 Cf=1.04 Fv': Fv'= ' 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controllinq Moment: M= 10117 FT-LB 3.01 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= 3403 LB At 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= 45.07 IN3 S= 74.87 IN3 Area(Shear): Areq= 17.91 IN2 A= 48.56 IN2 Moment of Inertia(Deflection): Ireq= 133.97 IN4 1= 346.26 IN4 r Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006: 07:39:08 AM Protect: MCONVILL-Location: 35-T HDR. @ PERSON DR. IN GARAGE Summary: (3) 1.75 IN x 7.25 IN x 3.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate Bv: 172.3% Controlling Factor:Area/Depth Required 4.39 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.01 IN =U3232 Total Load: TLD-Center- 0.02 IN = U2238 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1815 LB Dead Load: DL-Rxn-A= 841 LB Total Load: TL-Rxn-A= 2656 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.67 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1815 LB Dead Load: DL-Rxn-B= 841 LB Total Load: TL-Rxn-B= 2656 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.67 IN Beam Data: Center Span Length: L2= 3.0 FT Center Span Unbraced Length-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= 0 PLF Dead Load: wD-2= 50 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 62 PLF Point Load 1 Live Load: PL1-2= 3630 LB Dead Load: PD1-2= 1496 LB Location (From left end of span): X1-2= 1.5 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2785 PSI Adjustment Factors: Cd=1.00 Cf=1.07 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3914 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 Controlling Shear: V= 2656 LB At 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= 16.87 IN3 S= 45.99 IN3 Area(Shear): Areq= 13.98 IN2 A= 38.06 IN2 Moment of Inertia(Deflection): Ireq= 22.35 IN4 1= 166.72 IN4 1 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS))Ver:5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 01-27-2006 : 07:39:09 AM Proiect: MCONVILL-Location: 36- 16' FLUSH BEAM 2ND FL. UNDER REAR POST OF#3 Summary: (3) 1.75 IN x 9.5 IN x 16.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 10.8% Controlling Factor: Moment of Inertia/Depth Required 9.18 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.18 IN Live Load: LLD-Center= 0.30 IN=U644 Total Load: TLD-Center- 0.48 IN=U399 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2761 LB Dead Load: DL-Rxn-A= 1532 LB Total Load: TL-Rxn-A= 4294 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.09 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 669 LB Dead Load: DL-Rxn-B= 463 LB Total Load: TL-Rxn-B= 1132 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.29 IN Beam Data: Center Span Length: L2= 16.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 16.0 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= 40 PLF Dead Load: wD-2= 20 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT-2= 76 . PLF Point Load 1 Live Load: PL1-2= '2790 LB Dead Load: PD1-2= 1426 LB Location(From left end of span): X1-2= 2.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': - Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 8430 FT-LB 2.08 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: m V= 4294 LB At 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= 37.69 IN3 S= 78.97 IN3 Area(Shear): Areq= 22.60 IN2 A= 49.88 IN2 Moment of Inertia(Deflection): Ireq= 338.69 IN4 1= 375.10 IN4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:01-27-2006 : 07:39:09 AM Protect: MCONVILL-Location: 37- 18'FLUSH STL. BM. UNDER HALL WALL 2ND FL. Summary: A36 W8x21 x 18.0 FT Section Adequate By: 17.8% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.18 IN Live Load: LLD-Center- 0.32 IN=U666 Total Load: TLD-Center= 0.51 IN=U424 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2700 LB Dead Load: DL-Rxn-A= 1539 LB Total Load: TL-Rxn-A= 4239 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= 2700 LB Dead Load: DL-Rxn-B= 1539 LB Total Load: TL-Rxn-B= 4239 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.81 IN Beam Data: Center Span Length: L2= 18.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: - Lu2-Bottom= 18.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 300 PLF Dead Load: wD-2= 150 PLF Beam Self Weight: BSW= 21 PLF Total Load: wT-2= 471 PLF Properties for:W8x21/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.28 IN Web Thickness: tw= 0.25 IN Flange Width: bf= 5.27 IN Flange Thickness: tf= 0.40 IN Distance to Web Toe of Fillet: k= 0.81 IN Moment of Inertia About X-X Axis: Ix= 75.30 IN4 Section Modulus About X-X Axis: Sx= 18.20 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.41 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.59 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 33.12 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66"Fy: Lc= 5.56 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 29.92 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 19076 FT-LB 9.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 36036 FT-LB Controlling Shear: V= 4239 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= 29808 LB Moment of Inertia(Deflection): Ireq= 63.93 IN4 1= 75.30 IN4 Multi-Loaded Beamf 99 BOCA National Buildinq Code(97 NDS)1 Ver:5.07 By:'Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:01-27-2006 :07:39:10 AM Protect: MCONVILL-Location: 39-10' FLUSH BM IN REAR PORCH CEILING/2ND FL Summary: 1.75 IN x 7.25 IN x 10.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:9.8% Controlling Factor: Moment of Inertia/Depth Required 7.03 In Center Span Deflections: Dead Load: DLD-Center= 0.14 IN Live Load: LLD-Center= 0.22 IN=U547 Total Load: TLD-Center- 0.36 IN =U329 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 378 LB Dead Load: DL-Rxn-A= 239 LB Total Load: TL-Rxn-A= 617 LB Bearinq Lenqth Required (Beam only,Support capacity not checked): BL-A= 0.47 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 378 LB Dead Load: DL-Rxn-B= 239 LB Total Load: TL-Rxn-B= 617 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.47 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: y Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 30 PLF Dead Load: wD-2= 10 PLF Beam Self Weight: BSW= 4 PLF Total Load: wT-2= 44 PLF Point Load 1 Live Load: PL1-2= 456 LB Dead Load: PD1-2= 338 LB Location (From left end of span): X1-2= 5.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2785 PSI Adjustment Factors: Cd=1.00 Cf=1.07 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 2535 FT-LB 5.0 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= 617 LB At 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= 10.92 IN3 S= 15.33 IN3 Area(Shear): Areq= 3.25 IN2 A= 12.69 IN2 Moment of Inertia(Deflection): Ireq= 50.62 IN4 . 1= 55.57 IN4 i Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:01-27-2006 :07:39:10 AM Project: MCONVILL-Location: 18-CANTILEVERED CLG BM ABOVE M.B.R BAY Summary: 1.75 IN x 9.25 IN x 17.0 FT(14+3)/1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 8.5% Controlling Factor: Moment of Inertia/Depth Required 9.0 In Center Span Deflections: Dead Load: DLD-Center- 0.01 IN Live Load: LLD-Center- -0.11 IN=U1570 Total Load: TLD-Center= -0.11 IN=U1560 Right Cantilever Deflections: Dead Load: DLD-Riqht= 0.04 IN Live Load: LLD-Riqht= 0.14 IN =2U521 Total Load: TLD-Right= 0.18 IN=2U404 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 92 LB Dead Load: DL-Rxn-A= 78 LB Total Load: TL-Rxn-A= 170 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.13 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 890 LB Dead Load: DL-Rxn-B= 643 LB Total Load: TL-Rxn-B= 1532 LB Bearinq Length Required(Beam only, Support capacity not checked): BL-B= 1.17 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 14.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 14.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 0.0 FT Right Cantilever Length: L3= 3.0 FT Right Cantilever Unbraced Length-Top of Beam: Lu3-Top= 0.0 FT Right Cantilever Unbraced Length-Bottom of Beam: Lu3-Bottom= 0.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 10.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 13 PLF Total Dead Load: wD-2= 13 PLF Total Load: wT-2= 31 PLF Right Cantilever Loading: Uniform Load: Floor Live Load: FLL-3= 40.0 PSF Floor Dead Load: FDL-3= 25.0 PSF Floor Tributary Width Side One: Trib-1-3= 5.0 FT Floor Tributary Width Side Two: Trib-2-3= 1.0 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-3= 0 PLF Total Live Load: wL-3= 240 PLF Total Dead Load: wD-3= 150 PLF Total Load: wT-3= 395 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan 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'(Compression Face in 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= -1778 FT-LB Over right support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2, 3 Controlling Shear: V= 1185 LB At left support of span 3(Right Span) Critical shear created by combining all dead loads and live loads on span(s)2, 3 Comparisons With Required Sections: Section Modulus(Moment): _ Sreq= 7.92 IN3 S= 24.96 IN3 Area(Shear): Areq= 6.24 IN2 A= 16.19 IN2 Page: 2 Multi-Span Floor Beamf 99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:01-27-2006:07:39:10 AM Project: MCONVILL- Location: 18-CANTILEVERED CLG BM ABOVE M.B.R BAY Moment of Inertia(Deflection): Ireq= 106.41 IN4 1= 115.42 IN4 a Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver:6.00.81 By:Timothy Luff,Archi-Tech Assoc. Inc.on:01-27-2006 : 07:28:27 AM Proiect: MCCONVILLE-Location:8'BM. @ CLG. OF TACK ROOM Summary: 1.75 IN x 9.5 IN x 8.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 84.5% Controlling Factor: Moment of Inertia/Depth Required 7.75 In Deflections: Dead Load: DLD= 0.09 IN Live Load: LLD= 0.08 IN=U1179 Total Load: TLD= 0.17 IN=U554 Reactions(Each End): Live Load: LL-Rxn= 840 LB Dead Load: DL-Rxn= 948 LB Total Load: TL-Rxn= 1788 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.36 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loading: ' Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 5.5 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= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 4.5 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 75 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 165 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 112 PLF Floor Uniform Live Load: wL-floor= 45 PLF Floor Uniform Dead Load: wD-floor= 45 PLF Beam Self Weight: BSW= 5 PLF Combined Uniform Live Load: wL= 210 PLF Combined Uniform Dead Load: wD= 237 PLF Combined Uniform Total Load: wT= 447 PLF Controlling Total Design Load: wT-cont= 447 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan 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'= 3087 PSI Adjustment Factors: Cd=1.15 Cf=1.03 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 3577 FT-LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1467 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= 13.91 IN3 S= 26.32 IN3 Area'(Shear): Areq= 6.71 IN2 A= 16.63 IN2 Moment of Inertia(Deflection): Ireq= 67.76 IN4 1= 125.03 IN4 Multi-Span Floor Beamf 99 BOCA National Buildinq Code(97 NDS)1 Ver:6.00.81 By:Timothy Luff,Archi-Tech Assoc. Inc. on: 01-27-2006:07:28:27 AM Project: MCCONVILLE-Location: 7.5'HDR. @ CO TACK RM./HALL Summary: (2) 1.75 IN x 7.25 IN x 7.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 109.7% Controllinq Factor:Section Modulus/Depth Required 5.55 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= 0.08 IN = U1061 Total Load: TLD-Center= 0.13 IN= U668 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 615 LB Dead Load: DL-Rxn-A= 359 LB Total Load: TL-Rxn-A= 974 LB Bearinq Lenqth Required(Beam only, support capacity not checked): BL-A= 0.37 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 682 LB Dead Load: DL-Rxn-B= 399 LB Total Load: TL-Rxn-B= 1081 LB Bearing Length Required(Beam only, support capacity not checked): - BL-B= 0.41 IN Beam Data: Center Span Lenqth: L2= 7.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.5 FT Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 30.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 8 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 40 PLF Total Dead Load: wD-2= 13 PLF Total Load: wT-2= 61 PLF Point Load Live Load: PL-2= 1000 LB Dead Load: PD-2= 600 LB Location (From left end of span): X-2= 4.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan 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): t 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= 3393 FT-LB 3.975 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= 1045 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= 14.62 IN3 S= 30.66 IN3 Area(Shear): Areq= 5.50 IN2 A= 25.38 IN2 Moment of Inertia(Deflection): Ireq= 49.95 IN4 ' 1= 111.15 IN4 r , 14'-0' LU U to 6'-10 3/B' 2'-B U4' IR'-10 R/Ib' II., 10'-2 VB' 21-B T/W 6 6 6 g Q `dV qb G 2'-5 I/4' 4'-9 5/8• 2'-b 1/4' AG, O '11nn T --- --- ' ---- - - ---- ---- --- ---- ----- ----- ----- ---- ----- -------- 4 U N HEAT DET R/R+FT �_ c �EXLAVA ED WOKE DET P/E O 7 a� - b _ V ___ "B. To BE 6 /9 6L(r/-))B�EIAW NOV"..ELu F ATION WALL - - m -- --- J` ('BEE�TION SW6) E U' f/ n yid sy' rI ___ _ ____ __ _____ ____ _ __ r- -- --- --------- -- ---- CA5T2X4KEYINFORM. al aI BEAM PLCKEi. ___ __ W FOR PORCH WALL A5 REO)IRE - �Q ;;;CCC :::CCC y - " XI xl _____ o 0 L C' G BEAM POCKET/� —Al REWIRED - o S i - -- --- r. L 4 4 ' BEAM PCCKET ' a _____ _____ ____ 30 - ___ __ ____ - AS REOIIRED r' - j al _ ------------------- ml . a 45'x 66 BREAK- Ii Ib'-2 3/4' I IS-6 3/4'.. x 2'-5'x IW' 3/4' a m JI -I m.. 14'-O' � 16'-10 In. r _ ___ T'-41/B' T'-41/5' PYKY FLOOD m DOORS � X41/4 LVL(FL15N) - o - - -- - -ml - P 6z ice. m 4 � ; xl BoXI i v � e �I el - pY F y (1)13/4 X41/4 LVL IFLUSlU <I - _ F _ vl. 2 cl 6 �. I —•—.— .��.— — —.— `t� 4B'%66 BREAK- - I '• T34X]<i - PYI4YFLOOD '_,I B'GM)WALL Y XI _ >� r•I ml L24 4• - � , .. v DOORS :- - BUILT LP FOR ' MA50NRY CHIMNEY ml JCR I �I ' ter- J IT ABEAM PaKEi� RELVIRED Q I ---- - j n ---------- •m ------` :" __ l _ , - ---- -'--- B'GONCRETE WAL ------- --- YnO ,r. xl . m m r _ - n P 4, ' ' ON OTINS 2'CONCRETE ® v l ' ' •J- �•�O K O�zr$C&Z r LAST2%4 KEYIN FORM ' -� "FOOTING W/KEY - ' ___Y __ _ _ �`g`0 CQV�p.,3 iC FORT OR PORCH WALL (�13/4 91n LVL(LUSH� ?(1)1514 X 4 In LVLR 1 34_UJx S Uir>PUU; RETAINNG WALLS �/ 'm4 4•THICK LW — —. .— — L U V J O N V 9 6 BY LANDSCAPER /" i I - ON FOOTINGS UP TO 4 p s O 6.n 0 0 0 p Q LWEXCAlAIED ml _ &RAGE LEVEL - i_�. °wp J��oJ pB6�c1V��� m 1,_ _ __---------------------------- In.f IO'-8 V1� 9R6 J' B, ;23/32 55/16' 3'-31/2-.. 'U'd�4y„oEpyJ�O66 b III 9A6 uQ�aOcs .JO _ .. 12'-2' a m ____ ♦___ IR'-ll/2'� L F i 'O� `�aiya�G 4 `J�Upp���� yp�B�UpT-,�Ep 4'CONCRETE PA YV Q 31n'LALLY NALNCHED FOOTI AT - COL ON&RAVE FRONT PORCH '^ _. _ __ __ ___ _ _ _ (5EE DAY.&AT) ,1, TOP OF WALL AT �� OR BELOW GRADE _____ ___ `\ J LAST 2%4 KEY IN FORM 1 11V AOl W . .. FOR 6ARA6E WALL - 11J N cl DROP TOP OF WALL TO DOT.OF F I. Q FOUNDATION PLAN SLAB. Lu 4 5C,ALE 1/4' 1'-0" - - ,1 �) z 2%6 P.T.SILL W�1/2'ANLNORBOLTs - - - �-Q �' FLOOD ZONE REQUIREMENTS = p i @ OeOMN.(2)PER 51L o FOAIDATION bENERAL N01E5• - TYPICAL;MIN,n)BOLTS PER SILL \ y� z -FLOOD ZONE A(ELEVATION 11) - yy/ L- Q -FULL IEIGMT CONCRETE WALL5 t0 BE -BASEMENT SLABS TO BE 4'CONCRETE B'WNL.WALL- B'THICK ON 20'XIY CONTIKIMS CONCRETE (3000 P)ON 6 MIL VAPOR BARRIER PROPOSED TOP OF FOLNDATION AT ELEVATION 12 ' FOOTIN&N KEY;PROVIDE 2 ROWS OF.4 OVER W WELL-6RADED GRAVEL REBAR 6 TOP 1 BOTTOM aF WALL.WALL COMPALreD TO 35a MAX.DRY DENSITY -DE516N CRITERIA-TBO CMR-310153 HEIGHT TO BE APPROX.6'-4•(REFER TO _GARAGE SLABS i0 BE 4'CONCRETE N SGUARE INCH CF OFEMNG PER 5p1ARE FOOT OF FL.�R AREA) O z FOIMD.PLAN 1 SECTIONS FOR WALL HEIGHTS) (9500 P51)ON b•WELL-GRADED&RAVEL /1 Q LIRd:XLAVATED O O Z -R&L HEIGHT CONCRETE WALLS WITH 4-MILK COMP,TO 45R,MAX.DRY X%1:SLAB CRAWL SPACE a 2154 5F.(2154 W.INCHE5 REDD) 4'GONG.SLAB 4 V Q 5TORE VENEER TO BE B'MILK ON 24'xl2'COM, TO BE SLOPED APPROX.5'DOWN TO OPENINGS PROVIDED=(2)4B'%66'=6336'AUARE INCHES TOTAL <•CMI SHELF �{ (L CONC.FOOTING W/KEY;PROVIDE 2 ROWS OF OVERHEAp DOORS (SEE FLOOD DOOR DETAIL BELOWI .4 REBAR 6 TOP T BDTTDM OF W4LL WA" '• - SMOKE DETECTO S E IEWE HEIGHT TO BE APPROX.6'-4'(REFER TO -AREA5 BELOW PORCHE5 TO HAVE 6' 8'CONCRETE FRC'STWALL - FO"PLAN SECTIONS FOR WALL HEI&HT5) MILL BRAVED GRAVEL Q - • ON 20'X 12-CONCRETE j— 0513 -COIL'FETE FROST HALLS TO BE 6'MILK -COLLPN5 TO BE 3 In'VIA.CONCRETE 24 X 12 COIL'. FooT(NG YV KEY ON 20'%12'CONTlNI) CONCRETE FOOTING, FILLED 5TEEL PIPE FOOTING i W KEY(IEIGHT OF WALL TO BE BASED ON 48' Ai J_ dote 1AN.20.2006 GRADE CONDITIONS;4'-0'MIN.FROM FIN. -FOOTIN55 6 COLUMNS TO BE 12•HICK; '------- ------------------------------ GRADE - ' i0 BOTTOM OF FOOTING) ANY FOOTIN55 42'X42'AND LARGERD CONNECTIONS OF FULL IEI6M FOUt✓DATION TO HAVE 44 REB.AR 6 12'04.EAGN WAY m (FOOTING 51ZE5 NOTED ON ftANJ —� ':i'. ___________ '.l'.... acel AS NOTED - � 4AARIE B AT WALLS TO FRO5TWALL5 TO BE SECURED W/ KEY(CAST FROM 2X4) _ _______ ___________ _______ ___ ______ ___________F r PAN/KMW -D0.9LE SILLS TO BE 2%b ON P T 2"51LL Q § I1IF dew MU In'ANCHOR BOLT5 6 b-O'OC MIN.AND 'BREAK-FYIAY 6 12•FROM LORNERS THERE SHALL BE A MIN. 7 FLOOD DCYJRS a85` S o`er�° E51LL�°"�5 a FIRE DEPARTMENT DAB BOTH SIGNATURES ARE REQUIRED FOR PERMI NQ FLOOD OR1 DETAIL lo' °• °• o I LL O DETAIL OF LARGER FOOTING ..1 FOR 5TONE VENEER I o o I SGALE�1 1n•=ry I � • N l Ul D'-2 9/4' TA I/4' I'10 M' 11'-2 29(52' - 19'-10 9A6' - II'-T' 10'-2 Vol ]'-B t/B' 0 Q 7-0 114' 5'-5 3A6' 5'.5 9/Ib' 2'-8 1/4' 2-10 9/16' 4'-0. B'-O' 64 1/4' l'-2 9/4' I'-II I/4' 3'4"1/6' I'•II l/8 2'-0 1/4' 2'-4 13/1&,2'-4 13Ab•.2'-8 I/4' N 6 Ixo MANWANr A6 G U DECKINS ON P.T. Ah a 0 - 3'- I/4, TL 4--6'. 4'-0' S 4'1' 4'-b' PL 4'-b' 4'-b' ti 3'-3 1/4'./K 2 3/4• 2 5/4' MAXO,SANY DECKING ON P.T.SMIN6ER5 Y! Y1 WI IX:A1'B RISERS I X fl fl ------ -----------Ci ------- p (� 6 . ego PORCH < _ 'D LI15r0 SCREEN mx mix m" PANELS IG•RSWARETSMEN ffASt L } COL",BY BE SCREEN - Ir>�TO REOWP HE1I&HT) <n arvn 14 /yam ^� bmm� !"mom PORCH POST DN.AS NOTED MAlIpGANY �ff ON P.T.FR4MIIYKIN6 q H A V VV yy uu yy ' 4 1q 14 BP dP 1RN YV.IX3/IXB RISERS / 3-0 SCREEN DOOR E ` m R` a c e Al T O > ;\ �,h 15'-0I - 3'-0' g• IS'41n•DN. -�- Kx Ax �x P p i ASLSF-6t2B1 xo 4$�xm„ � v f1 u o .. aSx ARCHED OPENING `4 ^"' L- o A : A6 _ a�n 4 - s v2. 14 2•_I.4, z ln• - - --5 _ b q n _______ __ X TIVE LOLLTMS DORMER ABOVEX4-.113/4 v m T'xT°ROWH OIMJ i: - -: , , , (V p m ____ - -- - ry A w-2424 LIVING - DINING - ---_ -- i m 2_5 314 VMS 3/4 R'\ - n 5 - -� `LpFFERED CEILING CABINET DESIGN KITCHEN' »: o e , BY OTHERS Q =6K6-B C. MASONRY FIREeLALE :: -. O �,O ---_-- - MASTER - - ry W/4o•OPErONb „ - ----- -------- BEDROOM - .. -------- ------- -_ . n n KITCHEN DESIGN 3' 4'-B In' ' 2 P/� 1'-0' 61.112. , r i i y BY.OTXERS. _ - i : N - j :A x : ry , _ : : „ rv_ _____ „ } - , , , ,� 9'-0 I/4' 4'-b V4' i i ®� �x m'i i ROOM P.M.R LINEN - ry . 9_LO________ 3J0 _ ____ ________ ___ ___ _ __ XEILG _ .. ry A 2929 REF n YC WO. pii o 1H 2341 2-5 3/4%2-5 3/4 1 I _4 - ; M G w I6R o f 3r4• M:TTRL7� '-11 3/4 x 3 it3/\ 13 ADS a 9' ,, B- 2-4X6-T SI -418 Q . ' 2--3' -3'-5/2' ° S-1 -T' -l' 6.-11/4' 2-I IX 610 2 - MEGH. 4 s - 2.3/4 L-4-LITE) - T BTLRY - i _ 'mp'mn 'mom - PORGH 2-03/4x 34 < PDR. oc r Q ^ 6oa� 6°tom a�n0 y 4 mx is >x N RM. n w1 1 4 / 'P'a. ryp ��/ yo � 6o��UUL�ao BELO CHUTE ABOVE P' p 7'•2 I/2 2'-3 3/3 : : LAUNORr �STONE VENEER� m - i n - s s� 1.4 /�4 X13---11 3/d ° LNDRY F - J �� $ o o ug-'a`� _ _________ '" Qp " BI-LE5TONE PAVERS AT x 41 d S ' FLOOR OF PoRLH W/ - --- C I " ''s ku o$O aE`v.`i_ocOT,l FI ELLLSTOIE VENEER AT - '4 I'-41 l'-B' -3'-b In' 343/B' AT WALL HE ANt m ry PITLN FLOOR APPROX '- 2'3' II In• 1.11 3/4 2 3/4• ° PDR RM.,AND PANTRY, lul FROM R 12.HOUSEY rL S ' (L 4 0.2 a o jl(EIIiLER5 PANTRY m� +WWQ m n 12 "' �m N N TO BE O 11(�EIGNr OF _ ,l I- 12'SQUARE TAPERED '�Y� Wyx rcrc� " 4� ,'Zj o ,'�'o - ,'Ij d - LFIRSTARVA F�Lt:URLU 3s4UB-F 'CRAFTSMEN PERMACAST c xi� ; N '�x� x x x CEILING N I6Ni i0 BE T - •L DOL"'`T0 BE,SGPLIT ,TiO ei � -g\� « . zm iv t'-103/4' 1I1 5/B F,IG.GYP BD:. O W UT TO A,NOT HEIGHT) m iJ f�O�+Q� <,n1���+ �m <m n Allga<4Ei WALL PI m POST ON.AS NOTED 6 ry S.Sn m rv3- t B'-2 3/4' l'9 1/4' T-11 9/4' T' 1/4' 3'-10, < 5-10' 5'-10- 3'-0' 1. - '_� G •n 1. Y IB-0CARRI LL � 16'-0' IS'-0' IB'•O' STYL ON.DOOR g�yyp� Al A -45t MP BY LLI PAY(OR SIHIL4 yIF ]-5 3/4 x 4A 3/4 I - _ LU < Q G I J a . �-6A SLABS TO BE 4' i CONL EtM(35OO P511 ON a P O ............. ______ __.& 4L-6RPDED&RAVEL ` � O . _ co'.TO't5R MAX,MY SIMPSDN-41B ' ____ DEN51 ;SLAB i0 BE SLOPED - -O X b-10 . _ OVE X.3'O DOORSTO - Z O FIRST FLOOR PLAN 2323SO.FT. v >� L 5 L A L E 1/4" 1 -O' 404 W.FT.(6ARAGE1 - _ GARAGEME /O�O Q 9-0XIB-0CARRIA&E -P T P 1 L - 2.5 3/4 x 5, 3/4— BY PAY(OR SIMILAR) - GENERAL PLAN NOTES Job no.: 05I3 2.00ONC.PA20N :Q -ALL EXTERIOR WALLS TO BE 2X65 - tlete 14N.20,2006 O Ib•O.G-INTERIOR WALLS TO BE _______________I 3' 5 M5 a 16'NOTED :Q 1 eodle A5 NOTED M1NLE55 NOTED OTHERWI°fJ -WALLS w1TH POCKET DOORS TO - drown PAHXMW BE 2X65(TYPICAL) -WINPOWAEXTERIOR FRENCH DOORS BY •PELLA'(REFER TO ELEVATIONS FOR GRILLE PATTERNS) -FRONT ENTRY DOOR BY:'%orAE Z VALLEY',SIDE ENTRY DOORS BY: { O •SIMPSOW, y� O -REFER IG ABOVE FOR WINDOW - L II-O ry II-O- O �\O R.O.HEIGHTS ABE SIIBFLOOR - - - G AND GRILLE PAttERNS p 22'-0' - 4rn: 2 OF 13 LU12'-4" 4'-4' B-b. S-0. 6'-2' V-2' 2'-10• 2'-10' b'-2' 0'•2' _ 4 3' 4'-3' 6IN N B _ Ab 13 ry µ, _I_ 1 _______ _______ _I__1 ___ _________ 1 _ ___ _ ____ ___ ___ _L r 'j- SEAT '3. O SEAT SEAT • - .. LU Q 4'-8 3/4• _ OLE,LINE ABODE C2-9 ASDH-LE9 59 - - 3/4 X 4-II 3/4 F5LDH-33 -- - -"""-" �a nrx - 514 BEDROOM 4 #2 - BEDROOM#5, BEDROOM#4 A - - ASLD11-3359 - __ _____ _ ____ _____ --- _ _ _ Ab 2S 3143 � 211 3/4 X 4-II 3/4 S ®p ®� ®P s Q . - O _ _T-b' 2'-4 5/4' 3'9 3/4'. V ' 7-5- 3'-6' B'A In' _______1 _ ________ ___ _ ___ _ eOF RIDSE, MAIN HOUSE _— 2A .BOVEL _� :. m 2 6 4% -%4- —__ — 1 SA4.LAEOVEL _—__e MOF Rl� AIN HOUSE I A-5 3/- q 4 _ #3 .BATH#4 -- 2- X 929- 5 314 BATH#2 ----- K �• ❑ � c , a _ _ NI6IHLEVEL �� - UPPER HALL cAaraET I. HALL 4 4, ON uw . ry 55-pp _ SNOVERRIIB LINEN - n ry e ry i c Ir WALL 13 TREAD B 9' - '^ sEAT ry IN HALL 2 B $TONE R -- V __ _____ _____ ____ ________ _________ T _ �-b lr4' 4' b'-0' 3'-53/4': LOW �d��� w r 3'-0' S'-I In' 3'-6 V2' j'<In' C o0y0 Q 0➢91 SEAT SHELF - �`+ S vv 6 F)p_LL ➢�"���C y�o I 4'1 '-0� 5 VENEER ON II' ED p - m m a���Oa Sofia➢mo��� a n - cur lNrD ROOF FOR �6_0 �aa * < cw DRrE - z34x a sa oN WINOOn AGGE55; 11 b 0 O,. FROVIDE R 2- / 2-53/ Q n i. • - PN FLA a 1 {{ {{ EE I- a F LU F yy 4 I V1' 10'-5 V2' 6'-B V4' LU 'I' in LLl _ A t_ ________ ` LL6.LINE Al LU - OUT INTO ROOF FOR ---. _ A5G -9 P lL _ Q FiN^ WIP I PROVIDE COPPER .? _ _ / - 5-O Y C PAN FLASHING. SHOWERRUB° - - - - W N e�I�v- Q O xv J GENERAL RAN NOTES -ALL ExT.WALL5 TO BE 2x6'S O ry _ j OF RIDGE.————Q A 9 BEDROOM#5 F D Z L ALL 16'OL..INTERIOR WALLS TO BE - •MAIN I101fiE -5 3/ X 4. 3/a BATH#5 LL 10x IOC.M1PO.ESS NOTED O ? Q v o BE 2x65TtH POCKET DOORS TO 1 -WINOOW/EXTERIOR FRENCH DOORS BY < _ - _ _ A5LDH-2953 0 O �. FORL6RILILEFER TO PATTERNSL�ATIONS �Z _9 2_ % _ �o - KITCHEN DESIGN. - ;P -REFER TO ELEVATIONS FOR W NDOW - _ _ BY OTHERS RD.HEIGHTS ABOVE%5FLDOft 9 fob no.: 0513 AND GRILLE PATTERNS i tale AS NOTED tlrewn PAH/KMW • �n � Z �m 5 E G O N D F L O O R P L A N 1.B99 50.FT. d 5LALE I a 1'-O' - - � A ry F Ab A& 1 Q O �TOMRN5HIN&LE Al CVT INTO ROOF FOR V x WINDOW I ASO IDE - MSONRY LNIW 12 COPPERA® ® 12 11� II SIMILAR Al FLARED 5HIN6LE LINE II A NAom U � 1\{ Tlr f .FLARED SHINSLE LINE I] 1 e OE CANTILEVER W SECOND FILR. FLOOR GARAGE L u ❑�� o 4 : ❑ a 2-SWARE TAPERED - 4'STNE VENEER N - - 4 'LRPFTSMEN PERMAGAST - 4'THICK CMl BASE/ TOM DECORATIVE COLUMN'BY:HBLS - ENELF W FLARED LORNILE -BRACKETS - - ' PLYWWD(ON SiV05) (COLLMN5 TO BE SPLIT - : , _________ �, IL T iO REORD HEIGHT) i LONTINIOIS FLARED _ , r r i i r r r W IX TRIM - r IR'MDO RYWOOD(N STVD51 ' i : ' r .-_ _ __________________ __� PDST N.AS NDTED - r SHINSLE LINE � WI%TRIM r i _ f i SLVESTONE PAVERS - r . r : r r_ ___ ___ _ ____ _________ AT PORCH FLR W - '-" r _ _ _____ ___ _ ______ __ F ELDSTNE _ (VENEER)RISERS , _ ___________________ ___ ___ _ __ _ _ ___ ____ l ___ ____ ___________ _ ___ ___ -- ___ ___ ___ _ . r r r '_ F R O N T E L E V A 1 O N. SO AL E. 1/4:. , 1'_0:, - • —BONED ILOOD'. ' W QAOy iUc II� PATTERN u+�JO�_SS�c 12 FLARED 5WN6LE LINE TYPICAL ELEVATION NOTES < r0,a g 0 E 0 0 NIX CAPW^E LINE LROM(4 1/2'HEAD ss Al Al S "CA51N6 EXP) < M 'g+:i 6:ny Rn p .. - ROOFING: RED CEDAR SHINSLE5 [0 - - W IXB R-C.RIR5E VENT CAP U U L U R kooSS��Yi H L o oU i A-N SIDING: W.G.SHINGLES W VEAVE ... - � SIMILAR GORIER$(4 I/2'EXP,r/-) ' 2 t - .LASING: INS JAMB/IE.AD CASING,2% L Q PVC SILL.CAZEK'BRAND OR SIMILAR) s .. t�t - COORS. DOORS TO HAVE IX5.JAMB/ " x r -, IX°HEAD CA51W N I N LU / 12 12 - MAIN RAKE5: RED CEDAR SHINGLED RAKE(5 I/2' - Q O \ " (VIDE)W 1X5 R.L.LAP(PROVIDE ANGLED&-OCKIN6 A5 NEEDED) .n 1 MAIN RAKE/FASCIA RED CEDAR 5HIN5LED RAKE(TYP) V 1 O D - RETIW(ttP): W FLARED FINITE CEDAR Lu V m .... ° ON IX FRIEZE ON IX BLOGKICRN(a).I. .-:...- N `l —. —/ ` — o SEw� LU ND FLR MI M N CORNICE PJ: IX°RED CEDAR FASCIA W 1S Q N( W RPERF.BLACK VENT I* DE BY ya�a..FLR•SEf4NP \ — _ — _ — — - _ _1 /_ V FLOOR(GARAGE( 12'S ARE TAPERED CORI .'=BOA GROW(N -J Lf,J e •CRAFTSMEN PERMACAST IX FRIEZE EZE O ONN%&-OLKIN6): y / COLL4'B:H5 SPLIT 46 > L IL " ® cur ro A5 NOTED REORD HEIGNTI Z Y POST N, DORI'ER CORNICE FTYPJ I°RED CEDAR FASCIA W 1N5 m PER GAP:IX RC VENT I- ID GONE. \J 'E &,ELK VENT 0 WIDE BY O W PANELS SCREEN CORIEZE N I MOM CRO: ON 'PANELS - � � IX FRIEZE ON IX BLOCKING): v O O 015rOM DECORATIVE a IX4 MANIOC DECKING MAIN DORMER RAKES: RED CEDAR SHIN5LED RARE I51/2' W N PT FRAME WIDE)W 1X5 R.L.LAP(PROVIDE BRACKETS (W TREADS) ANGLED 13LOCKIN6 AS W L151 NEEDED) �T�0— `ems.-FLOOR Jab ro.: 0515 V F (j}�._ .ITTIN5 LAP ON IX GA51N IEAD 5(PROVIDE FIRSTFLOOR DORI•ER CORNICE AT RED CEDAR FASCIA W IXS RC. ANSLED BLOLKI%AS NEEDED) pate VAN.20,2006 TYPICAL RAKE-(SEE DETAIL: CNMOS FLARED tale AS NOTED 5HRGLE LINE drown PAWK— ------------------------------------ ______________________________________ rev. i av, �___ __________ _____ __ U , RIGHT ELEVATION ° a ,,� o O SCALE: I/4' I'-O' - - Cl ' 1 j- O N 7 4 of 13 A6 Ab JU 6 6 IN N I I _ qb 12 CURVED FASCIA _ CUSTOM$MINGLE- O •� O 0 E PATTERN 11! Y! sIM1uR n MASONRY CHIMNEY - x F-MIMF= < FMI 1=1 L U � 11 FLED,SHINGLED Ll SIMID aR AR. SIDEWALLS _ '^` - • �9 S�ND FLR. —� - � - 12'SWARE TAPERED ` �• •— m E CRAFTSMEN PERMACA5T COt .BY,HIS 6 - U ('A,TO BE SPLIT 1 C CUT rD REORD NEIbNTI ® ® ® f O }' PUA5TTE�5HINGLE POST ON.AS NOTED ^' •L - - Q CUSTOM SCREEN �1L.I L�I� HE CONTINXXS FLA(tED LINE SHI PANELS N VVV UI : o 1X4 HANDS.DELKIN5 r ON P.T.FRAME P6lSJ'R (14'TREA05) 0 FIR5T FLR. - 1/2'M00 PLYWOOD(ON ST)D5) --- --___ _� _____ _`�- - ___ -' ___ __ ___ ----- ------" ---- --------- - -------- _ ___- __ __ ___-____ ________ ____ ' .......... : REAR ELEVATION ------------------ SCALE, 1/4' 1'-0' .. • LPUASrTEm 5H INSLE FLARED 5HINGLE LINE f GROHEAD D 6 ONIXLA DD - �4600n .�06wU�F Ob WN(4 112./2'HE IEAD - - _ - - LASING ExP) .. jTDyo�y ou p=� NO J 12 _ TYPICAL ELEVATION NOTES /\ ROOFING: RED CEDAR SHINGLES - �� \�• W/I%b ftL RIDGE VENT LALU 6 T e. b - SIDINb: WL SHINGLES W/WEAVED A-II - _ CORNERS(4 I/2'{xP../-1 - AEV12 LASINS: 1X5 JAMBAIEAD LASING,2% 1 I�1Ld \r / \ r PVL SILL.('AZBc'BRAND OR SIMILAR) L�• H DOORS, DOORS TO HAVE 1X5 JAHID/ ... �. •-Z FLARED SHINGLE LINE IXb HEAD CASING - ON IX LAP WI 8000 \ 0 AN S J CA51%EXPJ AD MAIN RAKES: AIDE)R CEDAR 1 RL�LLAP(PROViM � H v O_ 12 1 aNGLEO BLaKiNb AS NEEDED) �1, �4 F— II I Q INTO ROOF FOR • MAIN RAKE/FASGIA RED CEDAR SHINGLED RAKE(ttP) HIN lL A �� \Y WINDOW ALLEYS.PROVIDE FLARED RE',RNS(TYPJ: W/ vWITE CEDAR �l COPPER PAN FLASHING Q.fV S&�LR.�`'fAN� ON IX FRIEZE ON I%BLOCKlNE Jja W FLOOR V i IN RED CEDAR FASCIA Wr Ix5 \ ^, 12'SWARE TAPERED - S1�ELR. ui MAIN CORNICE frYPJ: / IL CRAFTSMEN PERMALA5T - FLOOR 6ARAGEI ROGAP;IX RG SOFFIT W/LONT.- GOLUMN'BY:HB16 ® _ PERF.BLACK VENT I'WIDE BYSPLIT O IG 1l To REOR V(EIGHT) tX FRIEZEVO IX�IINS),W ON O POST ON.AS NOTED CLWOM SCREEN 11 PANELS TYPICAL - DORMER CORNICE(TYP) Ixb RED CEDAR FASCIA W IX5 r u. RAKE/FA56IA R.C.CAP,IX R.0 SOFFIT WI CONT. V O O IX4 HANDS.DECKING .(0.12 PITCH) 'CORIEZE ON IRP BLACK%EBLOO AIDE BY N 8000 LROYd!ON 1 r�/ W ON P.T.FRAME LViTOM DECORATIVE - (14'TREApr) BRACKET5 - FLp}$_ FI MAIN DORMER RAKES: RED CEDAR SHINGLED RAKE 15 1/2' Job no.: 0518 $'� WIDE)W/IX$R.G.LAP(PROVIDE dale JAN.20,2006 FLOOR MISLED BLQ',KIN6 A$NEEDED) � ( FCUND.d gRAGE7 LVOI LOW ICE AT RED CEDAR FASCIA IXS RL. W.ILhITITTIN6 CM ON Ix HEAD LASININ G(PROVIDE cble q5 NOTED TIN=5 F LARED ANGLED BLGY.KING NEEDED) 12'SWARE TAPERED CON > BREAKAWAY TYPICAL RAKE-SEE DETAIL: FLOOD DOORS LRAFtSMEN PERMALASi SHINGLE LINE drewn PAH/KMW LOWMN'BY: ��a_RE0IRUG`6 __________ T EI�1 ___________________________ _______ LARRI6ESttLE O.X. - O .. _ DOORS 81 CLOPAY i BLIIESTONE PAVERS v. •' AT PORCH FLR.YU 2'-0'CONCRETE ___ __ F"ELDSTONE APRON N - NEER)RISERS Z 8 __________________ o L E F T E L E VAT I ON --- --- o �.-5 0 O SCALE: I/4' a I'-0" ! N 5 _of 13 19'-11.1932' • - - _ R106C VENT GAP O'ERIIB tw 111 l/ lu 12 RO ROOF SHIN5LE5 - I w it D •. 5/6'GDX V O.C. • 0. Q , 2XI05 m 16'O.G. � 0. ' N' N 3/4"TA 6 PLYWOOD 2x10 FLOOR JOIST5 O Y! Yl R-30 F&.INSULATION - . RC.ROOF SHINSLE5 F. _ Al ` N ` - 5/8,CDX PLYWOOD - 2XI05 0 16 OL. ' RIDGE VENT LAP ON X3 WARD H6 OVER 3/4'X II 9/8" i • :r PP < - _ - 2 Lb,b15T5 LVL RIDGE BOARD . \ / WI3X26 STEEL SEAM W/2X4 NAILER BOLTED- . TO TOP OF FLANGE OF- - a ' C STEEL SEAM;W 2- WIOX2b 5 BEAM - _ - 2X6 FALSE J015T5 - P05T DOWN '" W/2X4 NAILE LTED - -, ..- ' a Ib'OG 4'-31i2' u: '` _ 5T0. BEDROOM 2. - - - - - HALL A y � STOEELPBE�AM P05 N - •. ..« :.•. - - II ..2XB CL,JOISTS t0 HEADER .. - 9 m o mlb OL m JOSTSi BO LFLF _ _ �i W2 0%FLYWDOD .. 8 S - m • .:• : 61 OL* I A-II W/3/4'LONT LVL RIM . Rx9 FG.IIN51L. Lu 2X8 US.JOISTS ..: I%6 EDGE eCTR e 16"OC. DEAD WARD tOP OF DBL•: R-30 fG.INSULATION TOP PLATE OF-m DBL. - - i- ATE eLIVIN6 - _ . - DINING / . - I— -- _ (3)1 3/4'X 9 1/4 LVL. ., ON GYP BOARD IXb EDGE eGTR. �. (L`OCK OJT SOFFIT 1. .. - ON I%3 STRAPPING.., BEAD BOARD - n43 Q (31 1 5/4'X 9 I/2'LVL-,. (5)1 3/4'X 4 1/4' :ON Ina STRAPPING YV - - ^µ (FLUSH:POST ON. - - SHIM _ COFFERED CEILING - 11'SOVARE TAPERED-.I I' 6-O• 4 TO 5 EL BEAM TO ALIGN FRIEZE T a rm - ,• :. ". _ - DRAFTSMEN PERMAGA i - y (2)-I 'X 9 I/2 LVL(FLUSHI = PORCH 1 W.G.SHINGLES - COLUMN BY:HBlG - - _ 0 .. - •r; - :. O - /2'COX PLYWOOD.. + (COLUMNS TO BE SKIT II : P R H W8 TEEL BEAM fFuSNJ - (31 2X4 POST I. _..., - m 2X65 a J6'00. r e LUT TO RWRD`HEI6M) I. O G W/2 NAILER BOLTED LIVING R-14 F 6.INEU.. ,e'NDY POST ON.AS NOTED '..I I. :TOT OF FLANGE OF - _ 12-SMARE TAPERED - LL _ '" i'. _ •. .iv - y - - STEE AM:POST D CRAFTSMEN PERMAL 5 0 J p •: ;�w �' �.' ' :- -.TO 5 EL BM.BEYOND..� - �COLUMN BY:HBl6 I ".I w - Kz ` t" i- . '.'FIELDSTONE VENEER I. ..(LOLN-MS TO BE SPLI PLYW00D r, ;i' RISERS a PORCH W : .-_ ., ' G PLYWOOD: e OJt t0 REOR'D HEI d -O 9 I/1'AJS20 FLGbR - r.. - .BL4E5TONE TREAD/ I!r • `: LAImIN6 I I 91/2' -20 FLOOR POST.DN.AS NOTED 'V JOISTS a Ib 01 J015 a Ib-OC. m H •y ,_.-. -= SUB FLR R 19 F6.INSULATION - ». _ -.#.: _ .. R-19 .INSULATION , I I.. - - m FIRST FLOOR W/LX RIM 0 HAUIJCNED LONG.' FIRST FL_ I 3/ GONT.LVL RIM %4 MAHO6.DECKING Sts FLR . TTpppp� WALL m GABG{tiNAL1— .4•HALNLHED CONL ON PT.2XI05 m 16' G mFIRST FLpOpOFR T _ • Y '• :-. ... , FMATION WALL - _ I OJImATION WALL SLAB ON 6'CRUSHED r IF -..2X P.T.SILL YV I/2•- - a. - - ..- ANGNOR BOLTS.. - 1 3/4'%9 114'LVL eEYO ) - .. 'ISiErEODNEERD BASE BUILD UP 6'-O'OL. W/cMU A (ttPILAU - ` FROST LWALL - ON LONG�FY TIlLYaN 5 _ RETE A SEMENT SLABS TO BE A' a , t.. ON 20'X 12• - \ / D Y F��� _ NCRETE(ADOPSUON' CRAWL - - CCONLRETE FOOTINb - .. BASEMENT SLABS TO BE 4' CiRAWL SPACE N 20 12'MIL.VAPOR BARRIER OVER - W/KEY -- - CONCRETE WOO PSI)ONcONLRETEFOOTINGWELL6RADW&RAVEL 6 MIL.VAPOR BARRIER OVE-» { ' . -1 MPACT IT TO 95%MA%. - 2%b P.T SILL YU l/2' - :6•WELL-GRADED,RAVEL Y DENSITY ANCHOR BOLTS .:COMPACTED i095%MA%. o- TOP OF FOOTING - - b'-0'O C DRY PENS- _' 9 - ,'• _ TOP OF FOOTING r m CONCRETE WALL a • TYPICAU - ON 20"X 12,CONC. -. _ ! - : I:: .:.. • - BIC2D,R12 E WALL 'oN.1o•x12 coNc_. - • S E•G'-T 1 0 N '.. ,.. �1 - - FOOTING W KEY S E G:T I O'N SCALE A L E.-'.:I/4 e 1 .-O" {' -e v y r - ..' SCALE 1/4'._.1.._0 - 4e 13'-0 1332' .,_ 19'-II I932'� - x '• i a t LAP OVER 1 3/4*X -LVL RIWE BOARD .. - 12 r _ _ • _ z. d w t Z, w - » R.L.ROOF SHINGLES —vp Y U U 0 0 U& • • 3 5/8'GDX PLYWOOD - - '' _ m n o��F`Q ti 6 2XI05m16'OC. " :.W. t RIDGE VENT . -_ .OVER 13/4 X11"I/B'. -c4:� -JO�rc F_96 2xB RAFTERS - _'tVL RIDGE BOARD16 _ _ - - - 7-01/I5'f 5.- -F _ aunt Wp:p9 1 e6 PLYWOOD STD. e RL.ROOF 5MNSLES a U 0 0 0 0 --., 2x10 FLOOR JOISTS 5/8'GDX FLyH0OD Y' _ -t F - a 6 .6 016 OL. s1 .-.. / .., 1 �- ..: '+.'_ 2%105016'OC. - ¢ TS a n' ,..L.6.o°L�0 R-EO F&.INSULATION A II ., - - 12 _ 0 y c 0.a. SlU C \ - TOP OF M. - .. m. PLATE a BEDRM:4 - - a. Lu i (2) 3/4'X 9 1/4" L (2) 3/4%16"LVL ' E n ., -• .. I/2'bYP BOARD- ON IX35TRAPPI - T SITTING BATH. BEDROOM 4' - _ a lu WC.SHINGLES I - _ Q N - I/2'LOx PLYWOOD I'-8' 13/4'TeG FLY 2Xb5 0 16'OL. - e`0 y .. r - .... 2X05 HALL v Ipn.'.I BOARD 9 I/2'AJS-20 FL R-19 F.G.INSA. J015T5 m 16'OC. WARP - :� W/3/4'LONi LVL M A-II - - •. - -I I R-W F6.INSIL. \ m SECOND FL POOR - :- -.a •� (3)2X85 W/-' SIIB-FLOOR AT ' y . - i TOP OF DBL (1)1%10 RAFTERS ___ SECOND FLOOR _ a •.w 3/4 Te6 PLYWOOD z.. a � 1^` H _ (BEYONDI TOE B�EDRW 4 PLATE..DINING - m R 1 TF6IV O,C.ON^ Q I I( IX6 EWE eGTR - - 1/2"GYP.BOARD _ *. w Y'� '. (F)IIIFUBELOW/WALU BE BOARD I ON 1X3 STRAPPING - W/ /4'LOM.LVL RIM (3)13/4'X 9/4'LVL - V (2VL 99LUSH19 I/2' __ .. _ -- •ATE e b TOP OF DBL. \ SHIM WYPJ A5 NEEDED I I - -. L (FUJI ON X5 5TRRAPPPIDS TO ALIGN FRIEZE _ : 5/B'FG GYP BOARD _ N 0)2X4 P05T I I - - W.L.5HINSLE5 -- m CEILING a H013E WALLS - -- > Z FLA D SHIN6LE - ',. 1/2-GDX PLYWOOD - LINE WRLL FURED STONE VENEER io CUSTOM SCREEN PANELS I - 11 m m 2X65 0 16'O c. WI3x26 STEEL BEAM W 2% r DIJT OR STONE f R-9 F6..IN'UL. NAILER BOLTED TO TOP OF, WALL AND FASCIA 2X con PLYWOOD KITCHEN SGRN PORCH } : HALL p - FLANGE oP STEEL BEAM; - z 2X65 6 16'OL. m 12,SCUARE TAPERED : I .. / — R w ' BEYOND) R-11 FG.INSA.. "CRAFTSMEN PERMAGAST _ °7 - d' - W.I.G. PROVIDE BLOCKIN&e 5/8".----- COL"'BY:BE S I - ,._ F.L.GYP.BOARD AS NEEDED V O 0 5/4•nG PLYWOOD rL=TO ro R Spur GARAGE q - .q Q m 9 1/2'AJ5-20 FLOOR a CUT TO REORD NEIbNT) I :: I _ .. 1/4"T<b PLYWOIe •: ' -GARAGE SLABS TO BE 4'. 2X6 P.T.SILL W/1/2- ,1PIST5 0 10-O c ,p POST ON.AS NOTED 9 I/2'AJ'r20 F - ,\ ANCHOR BOLTS R-9/4CaCII LVL RIM v I%4 MANW.DECKING I I SUB PLR. .- SLB PLR: JOISTS O 16,OL. CONCRETE(3500 PSU ONLL CAUL R-19 F6.INSIRATIO b'YELL-GRADED GRAVEL ON P.T.2X105 a 16'OL. I •FIRST FLpOpOFR 0 FIRST FLOOR W/3/4'WNT.LVL I _ WHIP.TO 95%MAX.ORY _ f FOUNDATION WALL OOfF APPROXPENSITl'.3'DO SLOPED- e FOmu—N WALL OVERHEAD DOORS SLAB 00 LVL(BEY D) B•CONCRETE - Job n 0513 4'THICK LMJ .. -� .. � Y. 7xb P.T.SILL W/V1' .. P GARAGE I TO SI.PPORT 3 'LALLY LOLtV•W FROST WALL / - ANCHOR EILOLT$ B"WNGRETE .. date 'AN.20,2006 STOLE VENEER ON GONG.F�RN6 .. ON 20'X 12' Q i •:..(ttPIGAU FROST- L. BASEMENT SLABS TO BE 4' CRAWL SPACE CONCRETE FOOTING < i i . CONCRETE(30W f5U ON KEY - o a BASEMENT SLABS TO BE 4' BASEMENT CONCRETE FOOTING -' 9 Z ece1s As NOTED B'CONCRETE WALL '° .: .CONCRETE(SOW no ON - - W/KEY . ON 24'X 12' 6 MIL.VAPOR BARRIER -:':+ B MIL.VAPOR BARRIER OVER - :drawn ON 24'TE FOOTING ' &'WELL-GRADEp GRAVEL ,..,. - : PAHXMW.. _ 6'YELL-bRADED GRAVEL YV KEY / \ ODRMPPENSI i0 95%MAX .- - .; -DW2YPD�EM1T D TO 95%MAX. Z • .. ... TOP OF FOOTING FOOTING - ITY _ - : Q, .� TOP of : \ / �------' 8'ONCR1; HALL ------ - __ Lj - . - - ON 20 GO ,. JJJ- ON 20-X 12-c0 HALL .- FOOTING YV In - R / FOOTING IV KEY - - e g SECT 1 ON a. SEGTI ON SCALE: 1/4' ._. - - - _ N ry s 2%105 O.Ib'OG. Kl - .. RIDGE VENT GAP yO� OVER 3/4'%II T/B'• � (� - UJ RL ROOF SHINGLES RIDGE VEM LVL RIDGE BOARD LAP - y/ Y! L "• 5/6'LDX YWOOD RL.ROOF SHINGLES AVER 13/4'%II T/H' ID'•T 5/B' 4'-d 3/5' PL 1 O O OXIOS s 16'O.G. LVL RIDGE BOARD _ 00'-0' II'-3 I/B' B'-4 3/H' b O�RAFTERS 0 A N N ID 13/32- 4'-5 I4I3D' Al 2XB CLG.J015T5' RIWE VEM GAP 0 16'OL. I�I%3 STRAPPING OXB CEILING JOISTS I I _ / 0.'A PG.Ih51LAT10N ` OVER 3/d'%II D . 3x16 RAFTERS v U' LVL RICGE BOARD 13 OIb'OL. - I Q4 1^ 1^ \ II1�1 YI Ill RL.ROOF SHINGLES - 5/H'GDX RYWOOD ,—I s� J ♦ X - 81 2%105 O 16'OL. II / `% IO 11 �frTO ONE UX3 5 ACING V /4'%T 1/4'LVL V/J STO. \ W/( 0%10 RAFTER _ (Ol 2%11 / '� 51TTIN fBE [-3/4'Tl6 PLYWOOD 3/4'TIG PLYWOOD GVT IMO ROOF FOR C OwO FLOOR JOISTS A < 4 1/O'AJS-OO FLOOR lrOp OF WOPP R�ESSAPROVI O 16'O.G. ' J015T5 a N';OL. 1 R TE a SITTING R-30 F6.INSULATION W 3/4"LOM.LVL RIM s_ 3/d'ilb PLYWOOD KNEEWALL _ \bA011C/ \Y _/ II 0 4' 4' Ae b OFGL�R. BEYOND / TOP R-30 FG.INSLLATION V FLATS o LAU WG.SHINGIFS W/3/4'CONT.LVL RIM a COND FLOOR :� '^ 1/O'LDX RYW00 O SE Y!]%65 a 16'OL. / VO'GYP.BOARD 2%B LL6..Y115T5 \ ON I%35TRA q PP� iR-19 Fb..INSUL. I- PLATE OP6ARAGE JU ON m 5TRAPPING 0 Ib'OL. (9)1 3/4•%R 1/4-LVL (31 3/4'%4.1/4'LVL - - \ -� .... ---.-.. _ f3l.1.9/4..X T 14.LVI,...._ (I)1 3/4'%4 \ -_--- LVL fFLUSYU - '_4 - \ / 3/4'%9ry WALU - WIOXIb STEEL BEAM W/]X NAILER BOf.TED r0 TOP OF '}`+ -� MSTR.BATH. M5T'R.BEDROOM LAUNDRY HALL -- --_ f3)Iwo HEADER - FLANGE OF STEEL BEAM; 5/15' L.GYP.BOARD PROVIDE a ANGHPOR SEOLTS V1 - o CEILING I HOUSE WALLS F.G.GYP.BOARD A5 DEEDED ,Q T1G PLYWOOD PL. - 9 I/O'AJ5-OO FLOOR 3/4'Tl6 PLYWOOD - - GARAGE SLABS TO BE 4' (TYPICAL) 41/2'AJ=r00FLOOR °-r ' - GARAGE U, O R-15 FG.NS TIGN tiWELLlaRADED GRAVEL a - v N 3/4'CONT.LVL RIM FLARED SHINbLE JOIST$O 16'OL. ABASE - y gl FLR FLOOR_- COMP.TO 95R MAX DRY ZZ L U BASEtNi SUB FLR R-13 Fb INSULATION FLARED SHINbLE O FIRST FLOOR P%3/4'LONT.LVL RIM s F RST O DEI+=llY.SI;� 0 Ul41 OP ARON WALL - F�ATION WALL DYER 33 PTO 1I� O _IOP-EaT+D Oxb PT.SILL W/1/2, _ _ _____ -- W)1 3/4•x 9 I/3'LVL I - (])1 3/4'X 9 1/4'LVL -` .. PT. ti-0OBLatt (FLV5H/BELOH WALL) - : 4-TNIGK GMJ I,q.LLY Cps I fTYPILAU _ TO SUPPORT x. ON CONL:FOOTING --- BASE BASEMEN sLABs ro m BASEMENT ' " - STONE vEl-EEn ,; --- - BASEMENT FLAREv sH NG :1 BASEMENT SLABS TO _ H WALE LE 4 x - LONLRETE DODO P51) - a H'CONCRETE WALL CONCRETE(30D0 PSI) T b MIL.VPPOR BARRI 3 I/1'L4L1,Y LOLW41 ON 04'X 12• _ MIL.VPPOR BARRIER - ON OO•.ID• b'N ELLERACEO bRA - ON CONL.FOOTING CONCRETE FOOTING 6'WELLTiRPDED 6R4 _ CONCRETE F�TIN6 - C014PACTED TO� W KEY- COMPACTED TO 45b M . ._ - ORY DENSITY DRY DENSITY _ W/KEY TOP OF FOOTING - TOP OF FOOTING , - . - B'CONCRETE WALL .. - . ON 00-%10'CONC. - FOOTING YU KEY _ SECTION ��� SECTION 5 E 0 T 1 ON . - ., SCALE. I/4' I'-O SGA L E: I/4 I'-O" - ,;: 5G ALE: I/4 I'-O' fl Yea€DI M �`a6 u�n� mU . 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WALL5 50 P5F DL ob 05l3 - DECKS/PORCHE5 60 PSF FIRST FLOOR FRAMING PLAN a JAN 20.20 6 10 P5F stele AS NOTED SCALE, I/4" dl— PAN MN ' Z Z v. ry O N n of -13 NOTES u O - ALL POSTS @ ENDS OF BEAMS TO BE W ID (2) 2X4'5/(2) 2X6'5,UNLE55 NOTED r b 0 0 - ALL WINDOW & EXTERIOR DOOR HEADERS TO BE (3) 2XV5 W/ 1/2" c V PLYWOOD,UNLE55 NOTED - ALL DOOR HEADERS @ INT. LOAD ,n ' BEARING WALLS TO BE (2) 2X8 W/ x 1/2" PLYWOOD,UNLE55 NOTED a x 1/4 L L r3)'1 /a x 4 1/4 u 5)1 /a x 4 va vL 5)1 9/a x va LVL - 5EGOND FLOOR JOISTS TO BE 50I5E-GA56ADE 9 1/2" AJ5-20'5 o o o o 16" O.G. W/3/4" RIM JOIST, UNLE55 NOTED q - INTERIOR LOAD BEARING WALL m W N - ENGINEERED FLOOR JOISTS TO BE INSTALLED PER =I r" 2XIO ROOF RAFTERSYU 0 L MANUFACTURER'S GUIDELINES x W55E MAS AT5 P D' - TYPE SYSTOEM OVER�BAY AND SPECIFICATIONS - I Ab OWY Y1 o C Ib OL. ii_ - (3)13/4X91/4LVL L. A61 .6 13/axv i (F 0 A Vry -'A B x 21 5%.BM. W B x 21 5%.BM.. (BEL v (BELCW WALU OW WALU. - 2)ISM%4I/2 LVL - (FLL `' (2)1 3/4%4 V2 LVL _ e (BELOW WALL) (BELOW WALLI _ m _ _ m (U 1 .1/ LVL 1 (3Tf 3%a%Z7/�"7--. V .7274/4%�I/] O v (2)13/a%4 1/2 LVL ��iU _ (5)13/4%9 U2 LVL IFLIfiIU - .�Tmm.Y o O o 3 U o V U r (B 13/4%9 V2 LVL SO�'Oon,�QUq`� imp V V V .i fU 4X R V2 LVL - -c� -JO�cc c➢0 3Q ��.,i 2XB'Sa Y�;O cU1 Ib'OL. �2XIO ROOF RAFTER5 W/ O.q 2 - 2X6 GEIUNG W15TS Z. NoO�cccy UpU•Q p00 ... .. - 15. _.—. '� BTMus�sESET°EM�oAVER'Ru5 BAY " CI ONLY S.� J-�C.. OQB�c oO�Y -El It EE (3)1 X41/4 VL - A7 ��"UOV�� �U�Uphg0 (B 13/4%9 U2 LVL GUot.UPu 3QF91U�o-(]B 0 16 FALSE ABOVJOISE .- - - . .D'S REL.ABOVE _ Z 2X95(REFER TO _ - (� B/A-bl - f3) %B5 - - CV..1ILu Q V I d • Z Q� � w 5TRUGTURAL DE516N CRITERIA 6 - FIRST FLOOR 40 P5F ILL �J-0 A� i Q .. 15 P5F DL ;t—e{ L) QLL - SECOND FLOOR 30 PSF el 10 P5F _� �d O W� O - ATTIC/5TO. 20 P5F W1 x265%. . Z LLL z e —� 10 PSF - ROOF 30 15 P5F V 00 z �{ O - EXT. WALLS 75 P5F DL O W e INT.WALLS 50 PSF DL {— �ob no.. OS13 GK PORGHE5 60 P5F DE 5/ deLe JA N.20 2006 10 P5F SECOND FLOOR FRAMING PLAN SCALE, 1/4" a I'-O EL477�, ) r� <ele AS NOTED Old— PAN/KMW Z. ti ti ' O O K O O A9 A6Ab U 0 ID JU 9f __ ___ L_ Lill Q 131 N N 2%B5°Ib'OL. 2xB5 a IB'04. 2XB5•Ib°O L. ]%B5°Ib'O L. ' y J 2xB CEa1N5,a1sTs W 10% BM. 11 3/4 IB' VL $YST._A OVE2 BAY e-' Ab 2%05®,f6'O.G. ZX8 1 1(• LU OL. - 4 X I/4 L L (31 3/4% I/4 LVL .. .. Lo .. ______ ___ ___ ___ ___ \M1 ___ ___ ___ 2%2 RI 2XI2 RIOG �I DM - 'fit x 14 4'VL . AN M1. d 5 OL. d 2x0'S°16 (2)2%65 VIM 121 i ___ _ _ __ _ I i _ WALL - 2XIO ROOF RAFTERS w - a. - 2%B LEILINS-015T5 . m WSSETTE0 A5 A TRU55 SYSTEM OVER BAY NLY 2%B5°IB"OL. .•%�OO�t yc Sr�` w 6 1. I s 2,2x1os - A� NOTES � GUT INTO ROOFFOR - - - U ga8oWa61,o°'oc p6 WINOLW ALLE55 E ago-`o=� ona� ion ---: ... - O 2X45/(2 Xb NLE55 NO ALL P05T5 @ENDS OF BEAMS TO B � ' 2 )2 'S U NOTED OTH 2° UY @ I6' O.G.,UNLESS �EoUQ aoa ALL RAFTERS TO BE 2XI0'S - ERN15E NOTED Ror P = 2x95°IB"OL. G E-III-i � _'. nn aX 1 L — — - - X65 Q� ni ALL WINDOW HEADERS TO BE (5) 2 LU �+ W/ 1/2" PLYWOOD,UNLESS NOTED v '�I � �' W Ow 2 R n -TO BE LL IDGE3/4"X 11 1/ER 8 O LON (] Q Z ....... n G n n ' LUT INTO RWF FOR - rLLI Q W1N00W AccEss I_ PROVIDE 2XIO LEDGER BOARDTER 4 PR J OVERLAY FRAMING FOR RAF Ul n 2xB5°10 0.°' BEARING/SUPPORT J Z — — --� UJ --- -- L - INTERIOR LOAD BEARING WALL Q e-I � - ne ................ ......__.-_-.._.... - tL i z � STRUCTURAL DESIGN CRITERIA-------------------------------------------------------- N - FIR5T FLOOR 40 P5F LL 15 P5F DL Ob 0513 - SECOND FLOOR 30 P5F dole JAN.20.20 10 P5F ecele AS NOTE. T - ATTIC/5TO. 20 PSF drown : PAM KMW wl» 10 P5F z - ROOF 50P5FF ' N - EXT. WALLS 15 PSF DL o r" $ IL - INT. WALLS 50 PSF DL / 1~ l O ROOF PLAN ROOF FRAMING PLAN ° 8 5 L A L E� I/8' � I'-o'• - DECKS/PORCHES 60 PSF o SCALE- 1/4' . I.'-O' - µ 0 10 PSF Ul N_ em: 10 of 13 ] U RED CEDAR ROOF LE. II RED CEDAR ROOF RED CEDAR ROOF 15 LB.FELT II D 1!'L1r"'1r IS FEE LT ON 5/8'COX D SHINGLES 15 LB.FELT PLYWD. lb'OH. IS L8.FELT ON I"GD% IS LB.FELT ON 5/8'CD% 12 r 1 ) ]%105 m lb'OL. PADS,SHEATHING PLYWD.SHEATHING ' ]XI05 m l6"OL. 2%105 m 16'OC.' RE � Q - - DN6E CEDAR R ROOF SSHI n N N ————\,F IS LB.FELT ON 5/8'GD% IN6 2XI05 m Ib•O.L. / ♦ m.. �. I"RED CEDAR R.G.LAP IXb RFD CEDAR FASCIA W IX5 FASCIA W IIxS. Q R.L.GAP FAS LAP - I%6 E06E I LTR. p ALIGN W HDUSE PA3GIAe. '.BEAD BOARD IXb RED CEDAR r IX RED CEDAR SEE ELEVAITOk'r ——— FASCIA YV I1.5 (� SOFFIT W LOM.1' RG.LAP ,V WIDE .A VENT BY'LOR-A-VENT' Ix RE0 CEDAR SOFFIT W CONT.I' - •" ', }@, WIDE PERF.VENT - 9 U]' S V2' .. G BYE PER-VENT' IX RED CEDAR -5000 LROFNI ON I I _ WIDE PERF.VENT egOOO GROWN ON IX FRIEZE BOARD SOFFIT R.'iCON I' ON I%BLOCKIN6 hT "A"� Illuuu NT` - ON IX ZE BOARD b _ ON IX BLOCKING ON LU I I/Z'RYWOOp L`! I%HEAD CA&N5 I I bOOO CROPN ON O - F8000 CROWN ON IX FTIIEZE BOARD R 10 SM' (4 I/]'EXPJ O FRIEZE BOARD ON IX BLOCKING - - D9/Ib'. ONI%BLOCKING 9 - L N ON In* AS COX LREO9 I S L O 2X6C em 16'OL. (a)1 W4'X9 I/4'LVL O]•LD%6'04.IJ' I I m'4 VY FROM COL. I - (FLv5N FRAMED)2%5 = m (5)1 3/4'X4 1/4•LVL I TO STUD I/ALL•HWSE I FRAMED DOWN AE NEEDED r S { . 2X6 CANTILEVERED SEAT (FLUSH FRAMED)]X5, V y O L I/]' —.TO— COX PLYWOOD FRAMED WVU1 AS NEEDED _ FO- TYPICAL EAVE DETAIL (MAIN) I ^' L SCALE:I In'_.1'-0" I]'SOIARE TAPERED lIG. U 7 -CRAFTSMEN PERMALAST I I I2'50VARE TAPERED W BY.HB16 - CRAFTSMEN PERMAGAST (COL TO BE SPLIT I_ www COLUMN"BY:HSIG I COT TO REPO NEI"T) (LOLLMNS TO BE SPLIT OX65 016,OL. - POST ONL AS HOSED I I COT TO REOTJ HEIGHT) R-M P6.I�TION _ - POST ON.AS NOTED RED CEDAR ROOF - - . - ' SHINGLES 15 LB.FELT ON S/b'GDX - CHU BLOCKS TO PLYWD.SHEATHING WL.SHINGLES SET ON 4' O NLHED - 4 B/16 FROM OF COL. ' ]xb5 m 16'OL. - n"COX PLYWOOD SLAB LAST ON 8' - I I Ix4 MANOG.DECKING ]x4 FUR PD WALL THICK FROST WALL STD •NN6E ' Q4 - � � I ON F.T.2%10 DECK JOISTS BLI.ESTONE TREAD(14') AND FORLH FLOOR 5.EI FLOOR — W FIELDSTONE ——HAIR HOUSE I ON(2)SKIRT BOARD FLARED VENEER RISER$ ON(])P.T.2%105 //�• SHINGLES 1(PROVIDETE � BLOCKING AS NEEDED) I ' — — — — � - In'MIN.THICKNESS • I \\ FLOOR FASCIA W XSR MORTAR ——9 MAIN HCUSE I .. R C.GAP - I%RED CEDAR SOFFIT - VONN TBOOGEKS 5 TOP FOUND S IX RED CEDAR - REOJIRED �m�� - - SOFFIT W LOM.1' WIDE PERF.VENT 5Y'COR-A-VENT' - • - Q FOUNDATION - FE000 GROIN ON Ix Q - FRIEZE ON 2X BLOCKING {- IX5 HEAD LA&NG Q 6. (41/]'EXP) . P al C— _ —]' • I. �"uV�3_C�U�°S'J�j 1I" �6 .SHINGLES - - - - s2,'�a�Tai4`a6moo�V�op I-ox O"'OOP I%S HEAD CASING O EAVE DETAIL GARAGE DORMER OI EAVE DETAIL AT FRONT PORCH O DETAIL AT REAR PORCH ^g' a o=° 2 SGALE,d In'.I'-O' - r T SCALE:1 1/2"=I'-O• - � o u 5 SCALE:I I/2'a I'-0• apz' p U ie pp�� n R 4-THICK STONE VENEER - • .. _ QUO+=,U-�fi 34FUU OLDU - v LUts Q I CANTILEVERED GABLE W/ EAVE BEYOND no aDAR ROOF 51HIHxES RED CEDAR ROOF SHINGLES LU O W O E.GALE.I In"-I'-0' RED CEDAR ROOF S4IN5LE5 - h I Q� RED CEDAR SHINGLED RAKE REf)CEDAR SHINGLED RAKE 3 1] (5 I/]WIOFJ W/IKS RL.LAP WIDE)W 1X5 R.L.LAP ; RED CEDAR ROOF (PROVIDE ANGLED BLOCKING (PROVIDE ANGLED BLOCKING SHINGLES 5� AS NEEDED.ALIGN RL.SHINGLES •m A5 NEEDED) RED CEDAR SHINGLED RAKE 15 I.B.FELT ON 5/8'!AX AT RAKE W KC.SHINGLES m HALO (5 In-WIDE)W 1X5 RC.LAP PLYWD.51EATHIN6 - 11IM (PROVIDE ANGLED 3LOLKIN5 AS NEEDED) 1]- - WL.5XIN6LE5 - y 111 1 FLARED Ws LEOAR I/]•C.S d,PLYWOOD - \ lZ -FLARED (3 E CEOAS HIGH) 11 - ]zb5•16'OL. y]• .^ 2X6 RAFTERS m lb-OG. UUU W R-30 F6.INSIA.ATION - 1X3 STRAPPING AND / W.L.SHINGLES I/]'GYP.BOARD - n.COX RYHODD I— ]x65 - FLARED WHITE CEDAR � -O O SHINI6LE5(9 Cd.R5E5 HI6H1 _ ^I r\.. PROVIDE ICE AND WATER LU SHIELD AT'LW LL RCYJF EDGES AND VALLEYS EME — FLARED WNITE CEDAR - Job no.: 0515 SHINGLES 1-RED CEDAR FASCIA 1.RED CEDAR W I*RL.GAP dbte JAN.20,200b FASCIA W 1X5 R.G.LAP O / ecAla AS NOTED K IX REP CEDAR SOFFIT / IX RED CEDAR G dreu.n PAH/KMW SOFFIT Al CONT.I' Z IX RED CEDAR GAP WIDE PERF.VENT h HEAD In' CD CASING 5Y'COR.A-VENT' % A IX / ON IX LROWNI IX FRIEZE FGOQO ONOFWLOA eV. _- Y - .. ON I%BLOCKIt15 FRIEZE ON 1%BLOCKING I. MEZE HEADCROH ON I% R FRIEZEAEAD LASING I• / WG.SHINGLES B' {• .. ..P S V{' O 8 K m O RAKE/FLARE DETAIL AT GABLE (TYP.) O EAVE DETAIL AT W.I.G./SIFTING DORMER O TYPICAL RAKE / RAKE RETURN DETAILS AT EAVES (MAIN) A41 51-ALE 1 1/2'.I'-0' -ALE, - .I In'.I'b' � w eNx: II ov d3 f ----- ttt�nreicedmrerta 2 6 1/2 INLET & OUTLET COVERS TO BE '_ NOTES. 2 21/2 ReVlslons, BROUGHT TO 6 OF FINIS H GRADE. B R EL. 1 ,, _ C D. 9 0 . CONCRETE - 5000 PSI MIN. TEST TEST BY. DANIEL OJALA S E S PIT # 1 � A STRENGTH ® 28 DAYS S 11-11 s n D 4 GW. L. 0 70 D VI STANTON E T Y A D N N 6 WITNESSED B . ., _ til 11 29 OZ 'GENERA REVISIONS _ ^-� 4- DATE: / ! L 9 MIN. N 11 5 . r �-I. \ N I 2. STEEL REINFORCEMENT 1 M IN N N covER r: 9 02 MOTTLING NONE CERTIFIED BY. A.M. WILSON ASSOC. - ! L _ 1� ASTM A 615 GRADE60 • , L CON OE. LNC. ttc GRA I�IG . : •; FAIR .. ELEV. SURFACE SOIL SOIL SOIL SOIL o PA YP. i oyt R c 24 DIA. MANHOLE COVER ,. ' " t ,. W-T P .- 8 FLO 0 OF TE T _ , .. 3. COVER TO STEEL 1 MIN. � 1 8 22 QS PROP. CONTOUR LIN ES, ES R MOTTLING R " r / / f 9.0 DEPTH HORIZON . TEXTURE COLD MO TL G OTHER .. ° FINISHED RA 1 . IS ED GRADE 95 1 - - ;. -.et I oRN LANE N PROP.`5a�S`51 STEM o B PEPpERC „ .I W/EXT�SION .. •d �n m m ,� •I O 2 0 N/A F L1 AND LOAM $ I :. INLET q'_1• PLAN VEY� a r :. 12/06/05 REMOVED PROP.-FENCE EE UOUID DEPTH ' 6" MIN.'S 4- TO 1-1/2-STONE :> 4„ PERFORATED 2 s E R - _-_. AP:. :• E ORATED`.PVC C ENDS „ / / S 0.005 3 5 DIA. KNOCKOUT 5 DIA.'KNOCKOUT ' 2- LS 10 YR 2 1 PRECAST CONCRETE SEPTIC TANK ` • BOTTOM ON LEVEL STABLE BAS :;P - ""� �"' 2" a Q F „ •• . a -�- ` EFFECTIVE qr qy REINFORCED WITH STEEL 7-28 g LS 10 YR 5 6 N A DEPTH 6.67 LEVEL ;. 0 , CROSSSECTION VIW $ TTOM PLAN VIEW C 0E 3) INLET AND OUTLET TEES TO BE CAST IRON 0 O b , 28-120 � M/F 10 YR 8/4 N/A NOTES _ _ -1.0 OR SCHEDULE 40 PVC. 6" -" 8" 50'-O" 7 1 '2' ^�1 1 SEPTIC TANK TO WITHSTAND H-10 LOADING / R BOTTOM TEES TO BE CENTERED UNDER MANHOLE COVERS. 0 )N R PAVEMENT, IV R ,:, .. U LESS UNDER VEME DRIVES, 0 TRAVELED . P AT _ 4"--] F PERC RATE WAYS WHERE BY H 20 LOADING SHALL APPLY. _ PRQ PROFILE o WATER OBSERVED ® 99.6 TOP PERC HOLE I � -- >� 4 OCUS ' 2 ALL PIPE CONNECTIONS AND CONCRETE CON- . 2,000 `t�` 0.70 � � Z ) N0. OF GALLONS. SECTION A A E - LOAM AND ..... MIN./INCH STRUCTION TO BE WATERTIGHT. SECTION B B 29� MIN: FINISH 'GRADE SEED ' S PTI TAN DET DISTRIBUTION 'BOX DETAIL E K AIL DB 5 W BAFFLE ,. . TEST IT GRD. EL. 7.9, TEST BY: DANIEL OJALA, S.E. NOT TO SCALE -NOT TO SCALE - - - P # 2 GW, EL. 90' WITNESSED BY: DAVID STANTON 1'-0" '' 2" MIN. OF '." p " - . '18 TO1 INLET & T 0 T 0 6 2 E OUTLET COVERS 0 BE BROUGHT T _ / ! 1 IN N B 0 0 DATE: 09/1 /Q2 MOTTLING L NONE TE E CERTIFIED BY. A.M. WILSON FINISH GRADE 2% MINIMUM FINISHED GRADE OVER LEACHING AREA W N WITHIN 6 OF FINISH GRADE � WASHED STONE ELEV. SURFACE SOIL SOIL SOIL SOIL 9• MIN. 3-6 4-Q 7,9 DEPTH HORIZON TEXTURE COLOR MOTTLING OTHER ' _� - MAX. 9" MIN, » 4 PVC SCH. 40 36 36 MAX. TYP. TYP. 3 4 O 1 1 2 DOUBL :.LOCUS MAP (TYP.:.: COVER / T / E T COVER FIRS TWO FEET TO - .. L SO S O.00�i`ft f# SHEDSTONE NO FINES .,,._ .. . 0 2 0 N/A ;:: : �eE LAID LEVEL NOT TO SCALE s.7 ' 70 CROSS SECTION VIEW „ 2,000 GAL.U.. 2- ALS 10 YR / N/A SEPTIC TANK : 5 M( IN.) LEACHING TRENCH C ' - „ :..,:.: : ,...; ADJUSTED SEASONAL MAX. EL. 3.T 7 28 g LS 10 YR 5/6 N/A FOUNDATION DESIGN ' , ANALYSIS 5.56 �- TO BE INSTALLED ON A SYSTEM PROFILE f J,EEA"CHING DETAIL LEVEL & STABLE BASE. Yocw. (ON s/11/oz) to.s „ NOT 0 SCALE NOT TO SCALE DESIGN FLOW: 2$ 120 C M/F 10 YR 8/4 N/A 110 GPD 'x 5 BEDROOMS = 550 GPD BOTTOM 4 WATER OBSERVED © 84" PERC RATE: ' TOP PERC HOLE - SEPTIC TANK REQUIREMENTS: 0.90 ® < 2 ,�, ..-3 ' MIN./INCH / / (200 9.) x 550 GPD = 1,100 GPD / Project Title ZONING SUMMARY e0-� USE 2,000 GALLON TANK / / M ZONING DISTRICT RF RESIDENCE DISTRICT . I� LEACHING FACILITY MCC:REQUIREMENTS: MIN. LOT SIZE. 43,560 S.F. ! �, MIN. FRONTAGE 150 '� PROPOSED FIELD CEDAR PLANT - 550 GPD) / 0.74) 743 S.F. BENCH MARK TOP OF CONCRETE ( - �,/� MIN. FRONT SETBACK 30' - s-10 O.C. (TYP) _ G�� / i - 1 • BOUND ELEVATION - 3.1 NGVD MIN. SIDE SIDEBACK 15 ,} MIN. REAR SETBACK 15 s 9 \ \ LEACHING FACILITY PROVIDED PROPOSED BAYS RY FLOOD ZONE �'" �d 50'(I) x 15'(w) 750 S.F. > I PLANTED t6 O. (TYP) V -' EL. 15 .(BEACH) pIR1 RO � \ � ' DUNE D1 \ (750 S.F.)_x ( 0.74) _ 555 GPD 14117eyoal A -- EL. 11 GE 1 HAND AUGE 9 / D �'� / EX/ST WE'LL TO BE A ' �� R\` PROPOSED WATER PIPE � / � � /. TO BE CONNECTED TO TOWN WATER. OSED °° `�/SED FOR IRRIGAV N 1 1 •w � } � OVERLAY DISTRICTS � DRIVE WAY � PURPOSES ONL>! . �� � ,3 Road \ I I I1111. 1 1 6 �.�� / WATER -- AP PROPOSED POLYVINYL /� AIN o ..._ 5 f DUNE 02_ HAND AUGER 2 DUAL 40 MIL LINER Ip pR � ^- �, °° � ( 0 .�' , b RPOD 6 P 5� oQ - 7 a, __ o Pk&PbSED SUBSURFACE o-- 1-- 6LTATION CONTROL NOTES: SEWAGE DISPOSAL SYSTEM °0 1 WORK LIMIT LAVE o 1. EXIST. WELL TO BE USED FOR IRRIGATION PURPOSES / `� / ° HAND AucER 3 r j / PROPOSED ,y��- � '� , \ \ / ✓ / R ONLY. DOMESTIC WATER TO BE CONNECTED TO TOWN RETAINING -! -� ,� \ � ° WALL -/ i 9 _, ° \ \ \ / Ma WATER. / � PROPOSED REPLACEMENT TREE /� COS _ � _ s� c' \ � .I•,�, ! / / / �..., ..: " ,........�._.."...,.�».,".....�. 2. DEED REFERENCE: CERT 27732. _ ) \ \ /i / � _ - 'Prepared For _ \ 7� Q • -- I I ° DUNE D3 3. ELEVATIONS ARE BASED ON NGVD. \ •,h h } \ 1 P k NAND.AUGER - ° � DCt�t1VI��B 4. LOCATIONS OF UTILITIES SHOWN HEREON ...ARE �UBOS ` f , i � o A I _ ..- a ry v ,p ��O I 1 AR F � f„- / I / r 0 Vineyard „ APPROXIMATE ONLY AND ARE TO BE VERIFIED IN THE r /> 2 �, °'�o \ 1 ° TO / / / / �eya d Road FIELD. q� SFO BE/ELIMINATED CO uIt, I01 A fi O 0 d f / ✓ / - 5. MINIUM PIPE PITCH TO BE � PER FOOT. ° / HOLLY p 9 ? ql �a ®I ° / �w ✓ ` / / / / / ;t0 Ra>call Rabbit Road / Morstans Mills, MA 6. DESIGN LOADING FOR ALL PRECAST UNITS TO BE F �' Q • o� o r- 02648 AASHO--20. 7. PIPE JOINTS AND CASTINGS TO BE WATERTIGHT. PROPOSED POLYVINYL / / \ 1\ \ `� r.. 40 MI LINER � � ...., . :.. .,. .. ... . ., .. . ... L / ca t Q S / ) 8. CONSTRUCTION DETAILS TO BE IN ACCORDANCE WITH I a TA N E �, rQ � � ,� i ��. � � \C O A S L ��N E _ MASS. ENVIRONMENTAL CODE TITLE V. �'�- \ I I ( / r \\ \ \ 1 s - - / A. M Ikon Associates Inc. J 1 \ F LA 60842097 g2/ FAX 420 ,.795 9. ..THIS PLAN IS FOR PROPOSED WORK ONLY AND NOT TO \ OGE O � P�POSED BE USED FOR LOT LINE STAKING. LAND BASE AND \ , i / PHRUB BUFFtR -a--- SURVEY INFORMATION IS FROM PLAN DRAWN BY DOWN ` \ \ \ x - / / Drawing Title CAPE ENGINEERING DATED OCT. 17, 2002. \ i AND AUGERS DUNE 1 / � ! C+" LOT 34 10. PIPE FOR SEPTIC SYSTEM TO BE SCH. 40-4" PVC. \ \ _ 1 / / I i / ! / EXIs`nNG FENCE TO BE REMOVED /1 1 I 55,OD0� SQ. FT. ✓ 1 1 /SILTATION CONTROL/ 11. COMPONENTS NOT TO BE BACKFILLED OR CONCEALED WORK LIMIT UNE I: / 1 .3 ACRES r WITHOUT INSPECTION BY BOARD OF HEALTH AND i 92.25'/ ' t ! PERMISSIOIN OBTAINED FROM BOARD OF HEALTH. 12. CONTRACTOR SHALL BE REPONSIBLE FOR VERIFYING \ \ \ \ >, / / s 41 THE LOCATION OF ALL UNDERGROUND & OVERHEAD WO, Math* UTILITIES PRIOR TO COMMENCEMENT OF WORK. LANDSCAPE NOTES. PROP. POLYVINYL \\ \ \ \\ � \\ \ DUI)rE D5 f r 40 MIL LINERA44 \ \ \ ) / / 1. SHRUB BUFFER MATERIALS TO BE SELECTED FROM. \ \ ; 1 l l / BAYBERRY BEACH PLUM ROSES BEACH HEATHER PROP. GRADE l ARTEMESIA OR SIMILAR DROUGHT & SALT ' OVER SAS EL. 10.50 TOLERANT` SPECIES. Ak - TOP OF WALL \ \ \ \ \ / ✓ EL. 10.5't \ \ \ \ \ \ OF Mq 2. SHRUB PLACEMENT TO BE DEPENDENT ON -SIZE & IN \ \ \ \ ; \ �PXt Ssgc ACCORDANCE WITH GOOD LANDSCAPE PRACTICES. TOP OF SAS 1 \ TA. 4 G O L A E ACTT ES. \ \ 2 ROBER G f \ DRAKE / EL. 9.70 SAS 2 5 EXIST. GRADE \ \ Q, DRA \ CIVIL i 5 0 \ 0 42 , 3. REPLACEMENT TREES TO BE SELECTED FROM: 9 No.416 Scale:l = 20 WHITE OAK, BLACK PINE, CATALPA, BLACK CHERRY ! / s .-. ■v�r-�-~� I OR :SIMILAR SALT RESISTANT .SPECIES. �- i 0 10 20 30 40 50 I"EET k / 4. TREES TO HAVE 2 1 2" - 3" DIAMETER AND SHALL � .,.v.., . / PROFILE VIEW OF PR P. RETAININ WALL ..` Date Oct. 17 2002 � � ,,�, � Dr�7wintl No. BE STAKED TO MINIMIZE HIND DAMAGE. . Design A.M.W.FOR LE C�NG F CI ITY 4 " .. / , 5. TREE INSTALLATION SHALL AVOID DAMAGE TO EXISTING NOT To SCALE check A.M.W. : � gyp. ' 'y' / -. TREE ROOTS FOR STANDING LIVE SPECIMENS. � � Drown J,V.B. .1 1 ".0 Job. No. 2 2 0 Last Rev. 12706705 of 1 54'-0" Ia'-D" b'-O" 24'-0' Lij I'-i0 1/4' b'-to 9/b" 241 q'-10 9/Ib" I ��� -r' ID'-2 I/5, 2'-b 1/8" X -- - ------ + - - + - _ ..-- - -- -.._ - — - -- --------- - — --- - _. - -- -- -- ---- - - 4- I I 7. I ' P 4 � ZUNEXGAJATED- �---TOP OF � L PORCH T TO BE b i (+%-) BciV r05f _ In U --- ---- -- FOUNDATION WALL 1 I i i k�{ (SEE SEGT10N 6-Al6) cQ .->I 4 >( T 7� ;t _ Q RE Qv F-" v m� -A I _ - _._ A, j I I J I I ----- ----- y) t----------------• - I ` BEAM POCKET W A5 REQUIRED L_ - � ° iW. 1 ' ' `m 10 1 v 46" x 66 3RRAK- I !4' ! -6 /4 I x 2+5" a . -6 5/4° ! 4.-0• I `6'-Ip lit l -ry1- - T-4 T- �� 1 -- 6'-2 5 15 3 a x 5' r I/8" 4 I/8" %- - AAA- FLOOD - -- fi--_ ---- - ' I ------t -- - - - -� � III � i, 3/4 X q i Vt (. LJSF!, 6 I ----- m T I I I � , I ' a F x ± I _.. . — . 150 �1,�ff ® ELEV b O . 30+C--_ ; m I O 4 �I� I I _mi_ _ x - 4 x _✓� x cn --r-_ I I WAb�00 AK t -- I — '� -- --~. --r— -24X24 F' I-- --1 i DCORS -U b„ GMU WALL - ---- - 1 BUILT 'JP FOR C d 1 MASONRY CHIMNEY _ i i iv --flEA Po,_<E `t M FT I AS REQUIRED i -- GAST 2X4 KEY IN FORM -� I ✓ �6• Z� I ------- x 6 0 3 s 4 . O xFOR PORCH WALL _ J�3Ox�d \ / _ 5i4 9 - - - ? _ t ;o i d 4 V c s TA) K RETAINN6 WALLS rON _ — c vNei c �U C BY LANDSGAMM GRA:- _ _ I I_ a s„a s c 0� 6}''�` N�XGA VATED- i / - �{� - ' TlS 0•- ' c s I col c � �` c `� p� �9 - _ 0 I 1 L_ � 0 -- O p v d1 �. 1 '0 I 2'-2" 4 I $" 114" - I/ 5 - - c -3 1/2 O j O c 3 a - Q_O - - -- --- -- - - - ——---- ----— -- - O 11 '-IIq/16" � �Qv � � � �jC6c0•- � r TFLUS✓T - 6 - - 1 J O 5 t I r` t11 Jt Q � O_� C. C Ia' ' 1/2' 14—4° GONGRET_ �� �i I 3 1/2" LALLY �+ c`n l I o l� _ E e) c HAUNG ED FOO AT --- - --- . - - --- ---- - - -/ - -- I in ( , GUL,�ON GRADE----�----� _ �--�-- FRON PORCH (5EE DYi6 B/A 7) -- - - - - - I �--TpP of WALL AT OR BELOW GRADI ( I Lu 50,-0 I I U I l TOP OF it 1 'lJ Y I •� � � vrALL To Bor OF I I SLAB AS ,\ i X FOUND AT I O >� �' LAN `� �- .{��� ��-N�� I ; �� - i �/ , `,l 5 G A E .-'sa - � iIl V� 1 LA - _ - ----- ----- --- — ---- - -- — —__ A i b G.G LRS: ` _l �G, — �! F1�00D ZONE R.E� !REMEh FOUNDATION GENERAL !VOTES: --- - -.= i � - Q\ � ? "GAL `f 2) WL75 PER Z 7 FLOOD 'ONE A(ELEVAT,JN 'li - FULL +»EIS,+T GCNGRETE WALLS -0 EE - BASE`^ N 5L AB5 `C �E �` GONvRETE 8` GCNG WALL _._ ---------.__ __,_--- y} 5" TH h ✓` 2 'Xi2" 1 NTIN� 5 :✓\ R. c 3000 c5 ON 6 >. CR ARRIER - PROPOSED Of' OF FOUNDATION A -LE'✓ATION !2 { } d FOO-'N6 A. -,E. � ✓D w �cC✓v5 44 OVER 6 nEL-GRADEO GRA Jr - c r-Ov �- r tVSPAG -G �55Ci MAX OR" D��SITY 1 '� RE5AF � 0 f 5C nA�l nA�L /J _ _ • DE51G� RITER.A - ?bD•AMR - 310:5.5 HE S-_ B_ APfROX b-4 ' REFER 'G 5Q+JARE !NCH OF OPEN NC, PER 50uARE FOOT Or' FLOOR AREA) � L-- � /// - ---- 4" CONG �.. �. FD.'�0 O_AN E SEG-iChS FOR i^{ALL '^£'6HT5) - GARAGE SLABS TO BE 4 GONGR_-= � � I UNEXGAVATED 35OC 05, ON 6 AEL_-GRADE � � _ �J - . -T . GO"''c' -O 05% V AX.DR� DENS"' _AE r = 5 F - f`Ui_ >� .ONGRc E YrAS h'- `� S .RAY` . SPACE 2154 . . ( 15A 50. V,.HE5 R£O D; IIj��G (�� y \ STONE =NEER `C 3E fl - r� J\ :4 \ �GONT. �% 8r�5 OPL. AFr'ROX. 5"DOWN 'O i D = ( x = 1 r_ •IE5 I ', G"^L SHEL" I I < I M V - I r� ,,r•i o � � ., /cR E ,. DOOrc5 � DPEN;NfvS cRGVi,7E✓ 2,' 48°„ bb 6536 SQ,;AR_ NG TOTAL s GONG. ✓OTIN6 h _ R Q.OAS OF (SEE FLOOD DOOR DETAIL BELOh) 'f 44 REBAR 4 -OD -- :�0-_' A-\-- ✓rAL I � N HE15- -0 BE Ao"Rf x �_ eL�ER 'G REAS ��Gn �GRG '✓ HAVE 6' I ----- °CI ND PLAN 8 �LG"ONE OR AA-- r"6r'�, 1v�__'SR4 GRA'/-_ ONGON,GR'�2/TEy�R05 L_ c CONCRETE FR05T AA__:* -0 BE b' THICK - GOL�YNe 0 5E 3 2 7A CONCRETE � x 2 GOv' / , ON 20"X12" CONT,NUDr:. G✓\1_RETE FOOTtN! F' LSD - c 'l'ING 7a""t BRAD_ ,a'vD-�Ns, 4'-0 ROM FIN. �N. 20. 2©ob A' <Ey HE!6+i- OF WALE -_. BA5ED ON' a -- .�- . - GRADE "0 OM ��; A\" -O- 42 , _A ER - ca!e A5 'vDtED OD N6 �i NO 1 Er,, iN -AI ) I - JRZ5AR v LrK/ �ll"� C.ONN�G-C vE of FULL HE''�r. "CUNDAr,ON -F Q - -- ----------- -- --- - -- --- -- -- F T AALL5 TO FR05T1^IALLS TO BE SECURED Al I E ' � � I '. � - -- F.AI- 'KM^ � icEY 'GAST FROM 2X4) +" - DOUBLE 51LL5 `0 BE 2X6 ON O.T. 2x6 S'__ � _ s 12 FROM GORNE S TtiEl SHALL ` atiD :REAr;-AAA­ y B \ OF 2 BOLTS PER 5{LL (GARMeS d �'Oe�_5 - OOD DOORS K' FROSTWALLS TO HAVE SINGLE SILLi A FLOOD DOOR DETAIL y: �l I A ," l DETAIL OF LARGER FOOTING FOR STONE VENEER 15CAL-E 2 - -O