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Until Final Inspec..!!1,a1°, Made �` i� ear Where a Certificate ofKOccupan uirJCI such Bp!ding shall No be Occupied until�a n n pection has een made Permit Permit No. B-19-297 Applicant Name: FABULOUS HOME IMPROVEMENT INC Approvals Date Issued: 01/30/2019 Current Use: Structure Permit Type: Building-Alteration INTERIOR Work Only- Expiration Date: 07/30/2019 Foundation: Residential Map/Lot: 300-033-002 Zoning District: RF-1 Sheathing: Location: 87 DEACON COURT, BARNSTABLE 1:1164 tI ContractorName FABULOUS HOME Framing: 1 b �_t_k Owner on Record: GLENNON, MICHAEL J&KAREN TRS t , 2 IMPROVEMENT INC t 2 Address: 50 LORING DRIVE 1 14 . .-Q, Contractor.License 172023 1 ''l Chimney: NORWELL, MA 02061 Est Project Cost: $ 10,000.00 FLOOR HALF BATH INT?A FULL Per�i Fee: Insulation:1t n Description: TRANSFORM EXISTING 2ND LOO , ROOM O U � $ 101.00 R �� 1 P:Fr Ye" BATHROOM BY ADDING A STAND UP SHOWER s Fee Paid: $ 101.00 Final: Project Review Req: Framing inspection required t:� aII ? Date. 1/30/2019 Plumbing/Gas Rough Plumbing: 5 ::" , , , 4, . i C i ri Final Plumbing: ££ ., BuildingOfficial This permit shall be deemed abandoned and invalid unless the work authorized by this permit is commenced within six monthsiafter issuance. Rough Gas: All work authorized by this permit shall conform to the approved application and the'approved construction documents forwhichh tis permit has been granted. All construction,alterations and changes of use of any building and structures shall be in compliance with the local zoning by laws and codes. Final Gas: This permit shall be displayed in a location clearly visible from access street or road and shall be maintained open for public inspection for the entire duration of the - work until the completion of the same. l y > Electrical The Certificate of Occupancy will not be issued until all applicable signtures byzthe Building and Fire Offcialsre4provided on this permit. Service: Minimum of Five Call Inspections Required for All Construction Work ` ie „ 1.Foundation or Footing -. Rough: 2.Sheathing Inspection 3.All Fireplaces must be inspected at the throat level before firest flue lining is installed Final: 4.Wiring&Plumbing Inspections to be completed prior to Frame Inspection Low Voltage Rough: 5.Prior to Covering Structural Members(Frame Inspection) 6.Insulation 7.Final Inspection before Occupancy Low Voltage Final: Health Where applicable,separate permits are required for Electrical,Plumbing,and Mechanical Installations. Work shall not proceed until the Inspector has approved the various stages of construction. Final: "Persons contracting with unregistered contractors do not have access to the guaranty fund" (as set forth in MGL c.142A). Fire Department Building plans are to be available on site Final: All Permit Cards are the property of the APPLICANT-ISSUED RECIPIENT 171" , 3� _ Application Number..& J• �� snsrrsrns[.E, • b1 si K, e MAes !De o NV 101 Permit Fee Other Fee 1539. Eb Nper .���� Total Fee Paid TOWN OF BARNSTABLE rk Permit Approval by 28l.!/ on..t- ..... BUILDING PERMIT .Parcel o. 3Map 3.1,-) ( �— APPLICATION Section 1 — Owner's Information and Project Location Project Address 8 ? Lu Q villageB-r Yl5 -° Owners Name flit. i le_c ,re�--) _ ( I e,Yl f 6Y- Owners Legal Address &U City N D Y 1 l state 1U--A Zip 02.b6 Owners Cell# (p 1 )—(p q q 160 al E-mail f O ' dY1 1 A C.L3Y4(o25+,Vint Section 2 —Use of tructure Use Group ❑ Commercial Structure over 35,000 cubic feet ❑ Commercial Structure under 35,000 cubic feet ® Single/Two Family Dwelling Section 3 —Type of Permit ❑ New Construction ❑ Move/Relocate ❑ Accessory Structure ❑ Change of use ❑ Demo/(entire structure) ❑ Finish Basement El Family/Amnesty El Fire Alarm Rebuild ❑ Deck Apartment © Sprinkler System ❑ Addition ❑ Retaining wall ❑ . Solar } ❑ Renovation ❑ Pool El Insulation Other—Specify Section 4 - Work Description 'r RA t1 S (=O bL n � XV-T I f l t� n 1 CO Q HA Loo n1 in To A f-lad\ ATI-Moorq BY A 0131r1C, A 5THil0 vE SNOUJCC E: 1 Last updated: 11/15/2018 Application Number Section 5—Detail Cost of Proposed Construction 10, ooO Square Footage of Project 6�) 5Q VT F. Age of Structure F Dig Safe Number # Of Bedrooms Existing Total#Of Bedrooms (proposed) 110 MPH Wind Zone Compliance Method MA Checklist ❑ WFCM Checklist ❑ Design Section 6—Project Specifics ❑ Wiring ❑ Oil Tank Storage ❑ Smoke Detectors ❑ Plumbing ❑ Gas ❑ Fire Suppression ❑ Heating System ❑ Masonry Chimney El Add/relocate bedroom Water Supply ❑ Public ❑ Private Sewage Disposal 0 Municipal ❑ On Site Historic District ❑ Hyannis Historic District 0 Old Kings Highway Debris Disposal Facility: I am using a crane ❑ Yes No Section 7—Flood Zone Flood Zone Designation • Within or adjacent to a wetland, coastal bank? Yes ❑ No ❑ Section 8—Zoning Information Zoning District Proposed Use Lot Area Sq. Ft. Total Frontage Percentage of Lot Coverage # of Dwelling Units (on site) Setbacks ' Front Yard Required _ Proposed Rear Yard Required Proposed Side Yard Required Proposed Has this property had relief from the Zoning Board in the past? ❑ Yes El No Last updated: 11/15/2018 Application Number Section 9- Construction Supervisor Name hone Number 60 6 0AoDe!IOU� Telephone a 3 Oy�yg Address c o) ` i J1 5 T- City H/A n t)►,.5 State ./\ Zip J a 60 I License Number CS " I 0 99 61 License Type or ojeICRD Expiration Date i Q A a a ) Contractors Email (.R C A i C me CA PC Co o Cell # Soo 360 4/3 Ye I understand my responsibilities under the rules and regulations for Licensed Construction Supervisor in accordance with 780 CMR the Massachusetts State Building Code. I understand the construction inspection procedures,specific inspections and . documentation re ' ed by 80 CMR and the Town of Barnstable.Attach a copy of your license. Signature Date Section 10—Home Improvement Contractor Name -5-oAo De J'lovnA Telephone Number SO8 3 6 0 LA Ye Address (9a Srn 1—14 ST City HyAon► S State NIA Zip 0 a 6 0 I Registration Number I`3 a 0 a 3 Expiration Date OS - oa o I understand my responsibilities under the rules and regulations for Home Improvement Contractors in accordance with 780 CMR the Massachusetts State Building Code. I understand the construction inspection procedures,specific inspections and documentation re ' ed b 780 CMR and the Town of Barnstable.Attach a copy of your H.I.C... Signature Date Section 11 —Home Owners License Exemption Home Owners Name: Telephone Number Cell or Work Number I understand my responsibilities under the rules and regulations for Licensed Construction Supervisor in accordance with 780 �.:. CMR the Massachusetts State Building Code. I understand the construction inspection procedures,specific inspections and documentation required by 780 CMR and the Town of Barnstable. { Signature • Date APPLICANT SIGNATURE Signature Date Print Name jopo Cie.•ouitA Telephone Number 506 360 '-9 Ne E-mail permit to: CAC p^► C f r C C.)9C C-07 Ca Nl Last updated: 11/15/2018 Section 12—Department Sign-Offs Health Department ❑ Zoning Board(if required) ❑ Historic District ❑ Site Plan Review(if required) 0 . F Fire Department ❑ Conservation ❑ For commercial work,please take your plans directly to the fire department for approval Section 13— Owner's Authorization I, r A-nn G l e- n rl tom'- , as Owner of the subject property hereby authorize ';j-r r-z I7, ( 1O(_}--et- to act on my behalf, in all matters relative to work a thorized by this building permit application for: 8 7 Duof Bar n_Q, b OZ P (Address of job) /// 23P 9 Si attire of Owner date ern Print Name ti . • • • Last updated: 11/15/2018 glk The Commonwealth of Massachusetts _. Department of Industrial Accidents ff .14'- Office of Investigations 7Anl-=T 600 Washington Street '=j';. Boston,MA 02111 '' www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers 1 Applicant Information Please Print Legibly Name (Business/Organization/Individual): CA9 )'I OU k)1 I MC, c a)CAD(-) III 6 Address: ll . sick. A Al vJEST- v11100111 0v City/State/Zip: Phone#: S06 36 0 f,9 Y q Are you an employer?Check the appropriate box: Type of project(required): - 1. I am a employer with. a— 4. ❑ I am a general contractor and I ❑ employees(full and/or part-time).* have hired the sub-contractors 6. New construction 2.❑ I am a sole piupiletor or partner- listed on the attached sheet. 7. 0 Remodeling ship and have no employees These sub-contractors have 8. ❑Demolition working for mein any capacity. employees and have workers' 9. ❑Building addition [No workers'comp.insurance comp.insurance.: required.] 5. 0 We are a corporation and its 10.0 Electrical repairs or additions 3.El officers have exercised their I am a homeowner doing all work pea-MGL 11.0Plumbing repairs or additions myself[No workers' rightof exemption comp. p 12.0 Roof repairs insurance required.]t c. 152,§1(4),and we have no employees. [No workers' 13.❑Other comp.insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors mast submit a new affidavit indicating such. Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: DO WA`g 6 t (n ey t' Policy#or Self-ins.Lic.#: W CC COO I S OS 6 .O1 '6 A Expiration Date: 09 1 10 ( 0 2 i 9 Job Site Address: 81 C A CO n Cl l'12I1' J71 6I( city/state/zip: ) vn STA g3), Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify�.nder� 'aim and penalties of perjury that the information provided above is true and correct Signature: [ Date: • Phone#: *Sot 360 1-11 LI 6 Official use only. Do not write in this area,to be completed by city or town official City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.EIectrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone#: . Information and Instructions • t Massachusetts General Laws chapter 152 requires all employers to provide workers' compensation for their employees. Pursuant to this statute,an employee is defined as"...every person in the service of another under any contract of hire, express or implied,oral or written." • Anemployer is defined as"an individual,partnership,association,corporation or other legalentity,or two or more rPany of the foregoing engaged in a joint enterprise,and indicting the legal representatives of a deceased employer,or the receiver or trustee of an individual,partnership,association or other legal entity,employing employees. However the owner of a dwelling house having not more than three apartments and who resides therein,or the occupant of the dwelling house of another who employs persons to do maintenance,construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer." MGL chapter 152,§25C(6)also states that"every state or local licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any applicant who has not produced acceptable evidence of compliance with the insurance coverage required." Additionally,MGL chapter 152, §25C(7)states"Neither the commonwealth nor any of its political subdivisions shall enter into any contract for the performance of public work until acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority." Applicants Please fill out the workers' compensation affidavit completely,by checking the boxes that apply to your situation and,if necessary,supply sub-contractors)name(s),address(es)and phone number(s)along with their certificate(s)of insurance. Limited Liability Companies(LLC)or Limited Liability Partnerships(LLP)with no employees other than the members or partners,are not required to carry workers'compensation insurance. If an LLC or LLP does have employees,a policy is required. Be advised that this affidavit may be submitted to the Department of Industrial Accidents for confirmation of insurance coverage. Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested,not the Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy,please call the Department at the number listed below. Self-insured companies should enter their self-insurance license number on the appropriate line. City or Town Officials • Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant. Please be sure to fill in the permit/license number which will be used as a reference number. In addition,an applicant that must submit multiple permit/license applications in any given year,need only submit one affidavit indicating current policy information(if necessary)and under"Job Site Address"the applicant should write"all locations in (city or 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 or licenses. A new affidavit must be filled out each year.Where a home owner or citizen is obtaining a license or permit not related to any business or commercial venture (i.e. a dog license or permit to burn 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 Investigations 600 Washington Street Boston,MA 02111 Tel.#617-727-4900 ext 406 or 1-477-MASSAFB Fax#617-727-7749 Revised 4-24-07 www.mass.govfdia Client#:761993 2FABULOUSHO ACORD. CERTIFICATE OF LIABILITY INSURANCE DATE(MMIDL>/1fYYY)o1ro2/2o19 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW.THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT:If the certificate holder is an ADDITIONAL INSURED,the policy(les)must be endorsed.If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement.A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER COTITACT NAME: Dowling&O'Neil Insurance Agy PHONE ,508 775-1620 FAX (pm,No):5087781218 973 lyannough Road E-MAIL ADDRESS: P.O.Box 1990 INSURER(S)AFFORDING COVERAGE NAIC# Hyannis,MA 02601 INSURER A:Safety Insurance Company 39454 INSURED INSURER B:Associated Employers Insurance Company 11104 Fabulous Building and Remodeling,Inc. INSURER C: 11 Sierra Way INSURER D: West Yarmouth,MA 02673 INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE ADDLSUBR POLICY EFF POLICY EXP LIMITS LTR INSR WVD POLICY NUMBER (MDD/YYYY) (MM/DD/YYYY) A GENERAL LIABILITY BMA0026715 05/16/2018 05/16/2019 EACH OCCURRENCE $1,000,000 X COMMERCIAL GENERAL LIABILITY PREMISES(EaE rrence) $100,000 CLAIMS-MADE X OCCUR MED EXP(Any one person) $10,000 X PD Ded:250 PERSONAL&ADV INJURY $1,000,000 GENERAL AGGREGATE $2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-CAMP/OP AGG $2,000,000 POLICY n Fzi n LOG $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT (Ea accident) ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BODILY INJURY(Per accident) $ AUTOS AUTOS NON-OWNED • PROPERTY DAMAGE HIRED AUTOS AUTOS (Per accident) UMBRELLA LIAB OCCUR EACH OCCURRENCE $ EXCESS LIAB CLAIMS-MADE AGGREGATE $ DED RETENTION$ $ B WORKERS COMPENSATION WCC50050150562018A 09/10/2018 09/10/2019 X WORY ii s ER AND EMPLOYERS'LIABILITY ANY PROPRIETOR/PARTNER/EXECUTNE Y/N E.L.EACH ACCIDENT $500,000 OFFICER/MEMBEREXCLUDED? N N/A (Mandatory in NH) E.L DISEASE-EA EMPLOYEE $500,000 If yes,describe under DESCRIPTION OF OPERATIONS below EL DISEASE-POLICY LIMIT $500,000 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES(Attach ACORD 101,Additional Remarks Schedule,if more space is required) Insurance coverage is limited to the terms,conditions,exclusions,other limitations and endorsements. Nothing contained in the certificate of insurance shall be deemed to have altered,waived,or extended the coverage provided by the policy provisions. CERTIFICATE HOLDER CANCELLATION Town of Barnstable SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN 200 Main Street ACCORDANCE WITH THE POLICY PROVISIONS. Hyannis,MA 02601 AUTHORIZED REPRESENTATIVE ©1988-2010 ACORD CORPORATION.All rights reserved. ACORD 25(2010/05) 1 of 1 The ACORD name and logo are registered marks of ACORD #S226686/M226685 LS1 ot, ;Am I Volmnoznalea g/ktadefera office 91-conwrner iErsN-8'T BcuosiNnTesgcloulaRtif"• HOMEANIPROV TYPE:'@palement.Car.. .1 B9Tioit6Nriac2t0102no FABULOUS HOMirrIMPROvi .YLE-11 ,JOAO DPOURA ' 11 SIERRA VVAY W.YARMOUTH,MA 02673 Undersecretary I:1 Massachusetts Department of Public Safety vvi Board of Building Regulations and Standards License: CS-109981 Construction Supervisor lt2 _JOAO DEMOURA t-4-"iftcr, 22 SMITH STREET HYANNIS MA 02601, • Expiration: Commissioner 12/22/2019 • • • • • 2Jhe Commonivealli f rtilassactisetts a D partment off zre Services-Office of Mie State fire i4lars!ial P.O.Box 1025, State 1Zoatf Stoive iWA 01775 • Certificate of Compliance FP-7C(Rev.1/06) M. G. L Chapter 148, Sections 26E, 26F, 26F 1/2 • (City or Town) Barnstable Fire District Date: 01/02/2018 • This Certified that the Property located at, 87 Deacon CT Barnstable M , 02630 has been equipped with approved smoke detectors and carbon monoxid alarms and was found to be in compliance with Massachusetts General Law Chapter 148 section 26E,26F,26F 1/2 & CMR 31,et seq. • Inspection/Testing completed: . 01/10/2018, By Richard P Pfautz Inspector Signature • Fee paid: $25.00 Head of Fire Department Francis M. Pulsifer,Fire Chief (Sellers copy) • • r p ? Y O N A' co Na Z co W w` r" aV rn j Town of Barnstable 00HE Regulatory Services 49/, °" Richard V.Scali,Interim Director BARNSTABLE, Building Division 4 MAss. A �ATen + �0 Tom Perry,Building Commissioner Q A 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma.us 4 PA"ten Office: 508-862-4038 Fax: 5084900--6230 17-- I q PERMIT# FEE: $ 0 SHED REGISTRATION RESIDENTIAL ONLY 200 square feet or less g5 7 1 CiG©el llp vs/ BCi C✓lS—Lh/>° V/ QI-e Location of shed(address) Village 5�)� (w•." .i.0c1► vtet, Oudi1to) 7Y1 - 92-9 - ica I Property owner's name Telephone number /Z p /6 wait *.FZ/ 3 / Size of Shed Map/Parcel# (7 Signature 111--��^ Date o// dcord 1 g ca nwsl, Hyannis Main Street Waterfront Historic District? • Old King's Highway Historic District Commission jurisdiction? If over 120 square feet,you must file with Old King's Highway Conservation Commission(signature is required) Sign off hours for Conservation 8:00-9:30&3:30-4:30 PLEASE NOTE: IF YOU ARE WITHIN THE JURISDICTION OF ANY OF THE ABOVE COMMISSIONS,THERE MAY BE A REVIEW PROCESS AND APPLICATION FEE. PLEASE SEE THE APPROPRIATE COMMISSION FOR DETAILS. THIS FORM MUST BE ACCOMPANIED BY A PLOT PLAN • Q-forms-shedreg REV:110413 1Y M S is 3p'294- 5.08• co LI &`) h. 400 •± TO co 40DEACON COURT o ? I. o It • o c Na, O .0 9� O Z 15.* LOTS 5 & 78 o TOTAL AREA: ^�0 60419 ± S. F. h �, �' ^ fir\ N � FOR TOTAL LOT SEE • PLAN BOOK 482 PAGE 31. , CINC (,, [6—' si N > °> 37 S.4' 1 CERTIFY THAT TO THE BEST OF MY PROFESSIONAL KNOWLEDGE. INFORMATION AND BELIEF THE DWELLING TOWN OF BARNSTABLE ZONING SHOWN HEREON CONFORMS TO THE HORIZONTAL *SETBACKS ZONE : RF- I OF THE ZONING BY-LAW FOR THE RF-I DISTRICT. SETBACKS : tgi FRONT - 30' .0 OF 414 ,:. SIDE - I5' 4����� qs �yG REAR - 15' `r/ FRAt4K �".. o WHPTING N THE DWELL I NG DEP I CTED ON THIS % No.2981a9 ae PLOT PLAN PLAN WAS LOCATED ON THE GROUND SOPe�0 54 _',—� IN BY SURVEY ON JUNE /3. 2006 AND / ' R :a EXISTS AS SHOWN AS OF THE DATE /; BARNSTABLE. MA . OF LOCATION. GYM s4ov C. SCALE: l '-40' JUNE 15. 2006 THIS PLAN IS FOR PLOT PLAN EAGLE SURVEYING , I NC PURPOSES ONLY AND NOT FOR 923 Rout. BA RECORDING. DEED DESCRIPTIONS, Yormouthport. MA. 02675 OR ESTABL ISHING PROPERTY LINES. Hi. v (508) 382-8132 (508) 432-5333 THIS PLAN IS VOID IF NOT - .1' .....�..: STAMPED AND SIGNED IN RED. 0 20 40 80 PROJECT NO. 03-093 TOWN OF BARNSTABLE BUILD/VG PERMIT APPLICATION 3 °O° 3 3'0o L 44, 3' t'-) //- Map Parcel Application_#g- Health Division 60‘ , Date Issued -.18- /6. P 2 Conservation Division Application F J v Planning Dept. r 1, Wermit Fe- -57) Date Definitive Plan Approved by Planning Board il, E.-- -, , I 7 iriEep I/ /77 .57) Historic - OKH Preservation/ Hyannis Project Street Address g I 'b-e Co r- Village �Q`rr^sblt Owner ScLf - ct -Diw.WaN-N corci,ccry Address 87 &c.. Cow- -ski..6(- 0430 Telephone '1 F l - °I 2.. - I so 1 Permit Request o "ti n i S k c 7ovrh say. of ®JNr- ! S' - t ��•� C o 07 i I('O r s' "1'" ?(vu Pov`s.\l yv Ro ol�n 40,4.1..roe inn Square feet: tstfloor: existing 1001 proposed-t i o 01) 2nd floor: existing proposed Total:new Pi Zoning District Flood Plain Groundwater Overlay Project Valuation f 261000. Construction Type I/J O / 9„g-- \o,-(d wix r Cy „..)� Lot Size Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family LIP Two Family ❑ Multi-Family (# units) Age of Existing Structure ics Historic House: ❑Yes Elo On Old King's Highway: ❑Yes irl o Basement Type: full ❑ Crawl ZValkout ❑ Other Basement Finished Area (sq.ft.) Basement Unfinished Area (sq.ft) Number of Baths: Full: existing 3 new Half: existing 2- new 0 Number of Bedrooms: 5 existing C"new Total Room Count (not includingZas baths): existing new First Floor Room Count Heat Type and Fuel: ❑ Oil ❑ Electric OYOther S o+t- I ackw. Central Air: CiKes ❑ No Fireplaces: Existing I New fi Existing wood/coal stove: ❑Yes El No Detached garage: U 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 APPLICANT INFORMATION (BUILDER OR HOMEOWNER) Name SCA+ Code r Telephone Number 7E i -q2-1 -/so Address 'fr T c-oM �� License # ZArris bl < ��A . 0 Home Improvement Contractor# Email S.c-c c-4:1e,ro d efi°�ss$i- e co,.,.. Worker's Compensation # ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO "T;tAi v,nr SIGNATURE -'� '"1}� ° DATE L 3 ' 1 - • FOR OFFICIAL USE ONLY • APPLICATION # DATE ISSUED MAP/ PARCEL NO. • . ADDRESS VILLAGE OWNER DATE OF INSPECTION: Ft'UNDATION z TAME w INSULATION FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL GAS: ROUGH FINAL FINAL BUILDING / X) o 1 1L 14Z DATE CLOSED OUT ASSOCIATION PLAN NO. • • . 'Town of Barngtnble • i Regulator Services • oe roa. Richard Y.Scan,Director Ft.-. alt • - . . Building Division. . . - i,sragra= : Tom.Perry,BuuTdmg Commissioner ¢- 4 • 20D Main Street Hyannis,MA.02601 • pl%•63 m! wFF w tow .barnstable ma u5 - • Office: 508-8624038 Fax: 508-790-6230 kH -� . HOMEOWNER ER LICENSE SON • A l 'Please Print DAZE: 1 / 3 I ! i fin. .r JO B LOCA2I/ON / g 7 D�L�°dk. G u. S a-rVi St-L6 l{- nnmbrr- . • • strazt vie aoMEOwrEER: 51//0I•-4— COrde, b`-8k- 316- 4,3 i 1 9/1 121 -15-0 1 • 1_,_-___.1 - . 11®Gphan - .wo±pl one# ,` RRN 'MAILING ADDRESS: p b B., ��D • Zit rA5--I-dnit, • ma•y/ star. zip wde • The current exemption for`homeowners"was extended to ir.clpde owner-occupied dweIImgs of six units or less and to allow homeowners to engage as indivir1771 for hire who does not possess a license,pluvided that-the owner acts as supervisor_ ' DEE Nc ION OR 110142EOWNER. Person(s)who owns a parcel of land on which he/she resides or intends to reside,on which there is,or is intenj 1 4 to be,a one or two- family dwelling,attached or detached structures accessory to such use and/or farm stmatares.. A person who cons incts mare than one • home in a two-year period 41711 notbe considered•ahomeowner. Such`lomeawnez'.rh711 sabmitto the Burgling Official on a fora acceptable to the Brill-Trig Official,thathe/she S1,a11 be icapons�ble far all such work performed t aderthehr TdinEpeuust (Section 109.L1) • The ruche gncd`horaeownef'assumes Lcayonsblhty for compliance wifhthc State Burbling Code and other applicable codes, . bylaws,roles and regulations_ The tmdersigned` ruaeownef'car ihes tbathe/she understands the Town.ofBamsiable BuildiMg Depattoncsatroinitama inspection proce and ' a..• ..., that he/she will comply with said procedures and icju.ikaueuts. " psnato�ofHomcotencr - ' Approval ofBm7dimgOfcial • • Note: Three tamtlydwellingsconfaii ing 35,000 cubic feet or larger vallbe reclaim&to comply with the State Bn-iiriingCode Section.Y27.0 Coristraction.Control. • Hon�o�'s E UON {hvf- a homeowner performingwork which a biiiTding permit is required shall be exempt The Code states "Any _ _ irP*iringofconstruction.Supervisors); r'ovidedthat if the homeowner from the provisions of this section(Section I09.11 T.i 5upe ) P engages a person(s)for hire to do such work,that such Homeowner shall act as supervisor." visor." Many homeowners who use this exemption.are wnaware,thhat they are arrooning the responsibilities of a supervisor • (see Appendix Q,Rules&Regulations for Licensing Contraction SQpervisors,Section 2.15) This lack of awareness often results m serious problems,particularly when the homeowner hires m+rrenSed persons. In this case,our Board cannot . . proceed against the-n:aTfeensed person as it would with a licensed Supervisor_ The homeowner acting as Supervisor is 1 un ately responsible. • • To ensure that tie homeowner is fully aware of his/her responslidities,many contmuni des require,as part of the permit appTirfinn,that the homeowner certify that he/she understands the responsibilities of a Supervisor. On the last page of this issue is a form enrrent ly used by.several towns. You may care t amend and adopt such a formicertifmation.for use is • your commmoiiy. - • • QSWPFILESZORMS‘bractragpecritia®slEXPR SSaloc Revised 061313 - . . t • (,../eiTHE Town of Barnstable t ' '7, - Regulatory Services E num., E z�A85``'4.: Richard Y.ScaIi,Director 4� ► „ Building Division • tom.Perry;Ending Comroissioner 20 Main Sti=t,Hyannis,MA 02601 • .towbarnstable matrs • • Office: 508-862-4038 • - Faz: 508-790-6230 • Ci. / Prage Owner • • mplete and ,i: • Sec on If I , 9/,' B., 'fir , as Owner of the subject property ben byauthorize ,. to act on raybPTialf, . o . .A • in all mattexs relative to wok 23-4o4 b]rhic b ' • pe mit application for. . i, ,i ,t i (Addzess'of job) - f 1� ''' Pool fences and alarms are the res onsibi ' of a ' licantf Pools are not to be filled or i ` d before fence" Ppanrl _ • ins d all final inspections.are peifod and accepted. t ,tr • • Signature of Owner / Signatare of App• . • Print Name Print Name • Date . 1 'a Q OR SOwi� * oors . . . • • a oti g . • •• P•ab \ cr) it ior CO -n .. co \ c:),, R-- .4.7,/),15::' •,,•-'. • /./ . . 1 0 ;,..,./ vz . rri • 7''' . , ,: /.." 3' ,1- '..- •• --; . : t c-? _ .-.-i ,,,,/,' _, .c." 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Department of Health Safety and Environmental Services \MASS. 1639' N0 prED MA+a Building Division 200 Main Street,Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Inspection Correction Notice Type of Inspection /'R19z— Location it daj (AcOw 0QV,eT Permit Number Owner Scerr eoreLe/YLIr Builder One notice to remain on job site,one notice on file in Building Department. The following items need correcting: e IVA/l4]ions A,/-z,s_ 6 cr _ Seeoh�- F)oo� /1,/, 144 •,/ii/v/1.r // I t /fr / /frEzas %alreirlei t S do �o l ,accirrs -- J e4,5,4iJ((A-3 Sl? Ic,- lifive.4,- a/Ail- S/ihe 1 5 / 71•142 v /?ate 0/7S /144 £x',S dry 1GC'dj£T 2 / �°F2o 1d� ��/af ass �/.D� l�✓n/,� ,�Di ( /'/1 G /cgL /2 6. // 6 ./7C,�17 ./ , 7 z` 1 i CFI 7 /0" f1iir i a/Me g/�� c£//4 zooms. tJv 9 Arf y Please call: 508-862-4038 for re-inspection. Inspected by MC1-- L at ic S aadedo try-- Date -�9 - /`'' 2� // /'1 iZtA !`ter s- J 5 'e/isRaiAfiOn,S P , TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Lj Map 3a0 Parcel 0 3 3 oo Z Application # e Health Division Date Issued 'S k 3 Conservation Division '.)i Application Fee 54 Planning Dept. Permit Fee Date Definitive Plan Approved by Planning Board Historic - OKH Preservation/ Hyannis Project Street Address g 1 64-c.o Cep Village 3 41-0 4 '4 Owner or1 DI414 Orr)13 hrtiDe'a-i Address S*M6 Telephone 781 ' ' VI %cot Cu IA-) ce a- 315 - (, 3 i i (++o M.e ) Permit Request T561440 r.A vre ovelt 6 64-11- '-E C A rot-44 .1S• > a( ha` roorvs c. r o o-f- ex 'ter/ v-ker -e X-k*.cam rw o r k.. I r 2247c 22.I Square feet: 1st floor: existing proposed 2nd floor: existing proposed o/ Total new 914 4 9f 'Zoning District Flood Plain tJ o Groundwater Overlay Project Valuation 4 2•0 K Construction Type Lot Size Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family e Two Family ❑ Multi-Family (# units) Age of Existing Structure 200 Historic House: ❑Yes Q'flo On Old King's Highway: Odes 0 No Basement Type: hull ❑ Crawl ❑Walkout ❑ Other Basement Finished Area(sq.ft.) 0 Basement Unfinished Area (sq.ft) 60 0 0 NumbeFfof Baths: Full: existing 3 new I Half: existing 2- new 0 Number of Bedrooms: existing I new Total Room Count (not including baths): existing new I First Floor Room Count Heat Type and Fuel: 11,das ❑ Oil ❑ Electric ❑ Other Central Air: tees ❑ No Fireplaces: Existing l New 0 Existing wood/coal stove: ❑Yes ®'IGo Detached garage: ❑ existing ❑ new size_Pool: U existing ❑ new size _ Barn: ❑ existing ❑ new size_ Attached garage: �xisting ❑ new sizeJJShed: ❑ existing ❑ new size Other: Xyy' ca Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ - Commercial ❑Yes k'.lo If yes, site plan review# -.-= I Current Use Proposed Use ="_ 342. ','-' rrr APPLICANT INFORMATION ra (BUILDER OR HOMEOWNER) - Name .SA,1T } Ds#44 i, CaaD&2.a Telephone Number 55P-375-b 3Vl 7/ -92.9-/5n/ Address 81 J 1/p° aox S80 License # AI*5 7)?1 LA, 1 ' 024?o Home Improvement Contractor# Worker's Compensation # ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO SIGNATURE lam- ( DATE FOR OFFICIAL USE ONLY APPLICATION# DATE ISSUED MAP/PARCEL NO. z - . ADDRESS VILLAGE OWNER e ^ DATE OF INSPECTION: FOUNDATION• FRAME INSULATION • FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL i GAS: ROUGH FINAL FINAL BUILDING { DATE CLOSED OUT ASSOCIATION PLAN NO. - • ��j HE r Town of Barnstable • Regulatory Services • * spRrirrwsr,x, a Thomas F.Geiler,Director : • . .. . LI-6 a.� Building Division Tom Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma.us • • Office: 508-862-4038 . Fax: 508-790-6230 - HOMEOWNER LICENSE EXEMPTION • Please Print DATE: • JOB LOCATION: ? b c.a r./ Co u+=f igA"2^)s 'i A 6 i..if number street village "HOMEOWNER": 6.'69 ri Co✓eI) 14-° 60i-3'75- 103i) `7?/ —9zg —,'s'o./ name home phone# work phone# CURRENT MAILING ADDRESS: r 0 6 0 x Sf-o • • 84:L,.JSrn-.6I` - 02-630 • city/town state zip code • The current exemption for"homeowners"was extended to include owner-occupied dwellings of six units or less and to allow homeowners to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor. • • DEFINITION OF HOMEOWNER Person(s)who owns a parcel of land on which he/she resides or intends to reside,on which there is,or is intended to be, a one or two-family dwelling, attached or detached structures accessory to such use and/or farm structures. A • person who constructs more than one home in a two-year period shall not be considered a homeowner. Such "homeowner"shall submit to the Building Official on a form acceptable to the Building Official,that he/she shall be • responsible for all such work performed under the building permit (Section 109.1.1) The undersigned"homeowner"assumes responsibility for compliance with the State Building Code and other applicable codes, bylaws,rules and regulations., The undersigned"homeowner"certifies that he/she understands the Town of Barnstable Building Department minimum inspection procedures and requirements and that he/she will comply with said procedures and - requirements. _ All- 0 ac, • Signature of Homeowner . • • Approval of Building Official • ' • Note: Three-family dwelli-tgs containing 35,000 cubic feet or larger will be required to comply with the . 1 State Building Code Section 127.0 Construction Control. HOMEOWNER'S EXEMPTION The Code states that "Any homeowner performing work for which a building permit is required shall be exempt from the provisions of this section(Section 109.1.1 -Licensing of construction Supervisors);provided that if the homeowner engages a person(s)for hire to do such work,that such Homeowner shall act as supervisor." Many homeowners who use this exemption are unaware that they are assuming the responsibilities of a supervisor(see Appendix Q, Rules&Regulations for Licensing Construction Supervisors,Section 2.15) This lack of awareness often results in serious problems,particularly when the homeowner hires unlicensed persons. In this case,our Board cannot proceed against the unlicensed person as it would with a licensed Supervisor. The homeowner acting as Supervisor is ultimately responsible. To ensure that the homeowner is fully aware of his/her responsibilities,many communities require,as part of the permit application, that the homeowner certify that he/she understands the responsibilities of a Supervisor. On the last page of this issue is a form currently used by several towns. You may care t amend and adopt such a forrti/certification.for use in your community. - • Q:forms:homeexempt '' �el'E' ti Town of Barnstable Regulatory Services . *� iovsresLE, buss g, Thomas F.Geiler,Director A 1639.IFo �" Building Division Tom Perry,Building Commissioner 200 Main Street,Hyannis,MA 02601 www.town.barnstable.ma.us . Office: 508-862-403 8 Fax: 508-790-6230 Property Owner Must Complete and Sign This Section If Using A Builder . I, , as Owner of the subject properly hereby authorize to act on my behalf, in all matters relative to work authorized by this building permit (Address of Job) **Pool fences and alarms are the responsibility of the applicant. Pools are not to be filled or utilized before fence is installed and all final inspections are performed and accepted. • 1 e S atur of Owner Signature Signature ign of Applicant Print Name Print Name . • Date , Q:FORMS:OWNERPERMISSIONPOOLS 62012 66-61. 1,1 16'13 "Fri 0").-, Pcn t4 AiP) l(`)if 444 /Le 4 /A16 'Tv R--D it 66 Jafl0A- -rD GLA v►4 C5 Tv / n c a A-7-15 I- eK - h.)- L <h,, tev H-29 rs mot,✓ � cam, 77.t v s , "lam N el-, / 4 Dom Ai i -otiv 5 50044 Pl2 i✓mf-c y /s /h.)q-y ,dy,,, 74-6 MMnI IPA-,t.r of` Bv4 f-f-v ov en. -77hf 6 A-G-6 /" 1 7't - V -L-4-r.I rS -7 2- as Pc-I) /1-?J" w& i./DLLD LrILf� To Pt d vi Dt /{-IM SD64,t.f.5 fig I)674 E./Dt Gi etwb ft�S/�� D�6�+r7 �' (ti)F-%c,E 1s /pJ - 11 4-74 cI/1Z Pas r T7 Do 744i- ,v. vI AOTP-h 0'1 -Tn AA()v 4- I^, /ti/7r ,4-r 4 L is i-rh i t t_y !L Li ads To Go o K. i D lYS M S �,,►77 vs SD t..rlLL i3t tis,Nj\ bitI I 2t of *, wrt'L, ‘07,.r7laa '7.0 s 774- ✓S _ % -E Go5T of P1h'vipin/r4 4 k rrzl ov6-it -6 6:1-et.A-6t. 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' Thomas F.Geiler,Director �npw� Building Division Thomas Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 September 19, 2012 Diahann and Scott Cordeiro P.O. Box 580 Barnstable, MA 02630 Re: Illegal Apartment 87 Deacon Court, Barnstable, MA 02630 Dear Mr. and Mrs. Cordeiro: • Our records indicate that your house at the above-referenced location is currently being used as a multi-family home, which is contrary to Barnstable Zoning Ordinances. Violation of zoning ordinances is a misdemeanor, conviction for which results in a criminal record. You must contact this office within 14 days (October 9, 2012)to either: • Apply for a building permit to restore the property to a single-family home. • Apply to the Zoning Board of Appeals for a variance, or • Prove that this is a legal two-family home. • Apply for a family apartment. Please contact this office immediately to tell us what direction you wish to take. Sincerely, Brenda Coyle Division Assistant Enclosure: cc: Robin Anderson Zoning Enforcement Officer qforms:zoning3 C Town of Barnstable ;,� Regulatory Services g Y s"a`EyThomas F. Geiler, Director i e�+°'10 Building Division Thomas Perry, CBO , Building Commissioner 200 Main Street,,Hyannis, MA 02601 www.townfbarnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 Dec 21,2012 RE: 87 Deacon court On or about Dec 12,2012 I met with a builder and homeowner regarding a family apartment project at 87 Deacon court. After looking at the file for that address I came to realize that this may pose a conflict. I have removed myself from this project and passed it on to another inspector. Patrick Franey • Local Inspector Parcel Detail JOt4I4J'Z J(\ J)'11tQ £LU(J of 3 �' 0 1 d%C.v --› , iti__ ya 0,10Vik ( 4 ( �O r���� rr;-------------::\%\1 a 1 3 ci Gaga? . - '' ,A.,2„..-i— 90. Cy-',,,;,' --:,-;:-..------- '4''''.71'.1 :-.,:„°':4:::!C'Ho-it'IttiL4-.: ; '0".' /j - 5 \d y Azo. 3y l s yr.". Logged In As: Parcel Detail Monday,September 17 2012 Parcel Lookup Parcel Info Parcel ID 300-033-002 * I Developer LOTS 5 &84 Lot Location 87 DEACON COURT I Pri Frontage Sec Road I Sec y Frontage i Village BARNSTABLE —I Fire District BARNSTABLE I Town sewer exists at this address!No I Road Index 0429 AN., , --- it Asbuilt Septic Scan: Interactive fr h 300033002_1 Map r I w '' $', t 'tom � v_4. 1. Owner Info Owner CORDEIRO, DIAHANN M&SCOTT C I Co-Owner I _ —I ___ streets PO BOX 580 I Street2 City BARNSTABLE I State[MA I Zip 02630 I Country[ I — Land Info __ _ ___ —^ Acres 1.29 I Use Single Fam MDL-01 I Zoning RF-1 I Nghbd 0110 �__ Topography _ _— I Road -- I Location _..___.._.__..._�^__Utilities ( Construction Info Building 1 of 1 Year Roof Ext __ _____'. Built 2006 I struct Gable/Hip I wau lwood Shingle I Living Roof i AC � Area 4172 I Cover iAsph/F GIs/Cmp I Type Central I ik il, - style Cape Cod I Int Plastered I Bed 14 Bedrooms I €. ` 1., f ae Wall Rooms - PFti I Model Residential Ior nt Hardwood Bath 3 Full+2H _ Floor Rooms I a� r ;C. e :�: -k#R°ii Grade Luxury I Heat Hot Air ( Total 10 —I i,` Type Rooms BMT "FOP Stories 2.4 I H Foud Fueleat Gas I atinon Poured Conc. ( , Gross 9962 I Area Permit History http://issgl2/intranet/propdata/ParcelDetail.aspx?ID=24043 9/17/2012 Parcel Detail Page 2 of 3 Issue Date Purpose Permit# Amount lnsp Date Comments 06/07/2006 Dwelling 20060403 $500,000 05/10/2007 00:00:00 w Visit History Date • Who Purpose 10/06/2011 00:00:00 Nancy Finch In Office Review 03/08/2011 00:00:00 Nancy Finch Abatement Review 02/18/2011 00:00:00 Nancy Finch Abatement Review 04/26/2010 00:00:00 Pamela Taylor In Office Review 08/25/2009 00:00:00 Michele Arigo Change of Address 08/07/2008 00:00:00 Karen Perry In Office Review 05/13/2008 00:00:00 Jeff Rudziak In Office Review 07/12/2007 00:00:00 John Greene New Construction 05/10/2007 00:00:00 Martin Flynn Meas/Listed-Interior Access 08/25/2000 00:00:00 Paul Talbot Bldg Permit N/C Sales History Line Sale Date Owner Book/Page Sale Price 1 11/19/2007 CORDEIRO, DIAHANN M&SCOTT C C184618 $1 2 02/02/2001 CORDEIRO, DIAHANN M TR 13536/264 $200,000 3 08/15/1992 MARCHAND, RICHARD N&SALLY 8159/071 $1 4 04/15/1983 MARCHAND, RICHARD N&SALLY 3704/195 $0 • Assessment History Save# Year Building Value XF Value OB Value Land Value Total Parcel Value 1 2012 $561,200 $105,300 $7,900 $368,300 $1,042,700 2 2011 $828,900 $107,500 $0 $368,300 $1,304,700 3 2010 $828,900 $106,100 $0 $375,100 $1,310,100 4 2009 $910,100 $57,200 $0 $325,600 $1,292,900 5 2008 $1,149,400 $57,200 $0 $368,400 $1,575,000 7 2007 $0 $0 $0 $368,400 $368,400 8 2006 $0 $0 $0 $296,200 $296,200 9 2005 $0 $0 $0 $272,600 $272,600 10 2004 $0 $0 $0 $272,600 $272,600 11 2003 $0 $0 $0 $148,000 $148,000 12 2002 $0 $0 $0 $148,000 $148,000 13 2001 $0 $0 $0 $148,000 $148,000 14 2000 $0 $0 $0 $113,000 $113,000 15 1999 $0 $0 $0 $113,000 $113,000 16 1998 $0 $0 $0 $113,000 $113,000 1 17 1997 $0 $0 $0 $91,500 $91,500 18 1996 $0 $0 $0 $91,500 $91,500 19 1995 $0 $0 $0 $91,500 $91,500 20 1994 $0 $0 $0 $91,500 $91,500 21 1993 $0 $0 $0 $92,700 $92,700 Photos http://issgl2/intranet/propdata/ParcelDetail.aspx?ID=24043 9/17/2012 Parcel Detail Page 3 of 3 r e is • ? gS http://issgl2/intranet/propdata/ParcelDetail.aspx?ID=24043 9/17/2012 jitc 0141, 0\sokd it" '� `S Gin. Jh� s ivaz- r Parcel Detail V Page 1 of 3 6 C4),P . DA4, - Pt I i -....,, et- .:,--- ..._---,-,, - --, ---tTA , i rtLeakito,„,-.4 ' ,,,,,..';'. tio,;\s,\\' .f,-.V.,: :4" e2.-eiLo. ---- . :,,,, ir • r, `A LL ' qua, , �1 MASS, ey ay Jt c s� Logged In As: Parcel Detail Monday,September 17 2012 Parcel Lookup ' i 46 itAt rl' S ,6�--1"l! Parcel Info ! °6:Vi& 1 44 i Parcel ID 300 033 002 I , De oLo (LOTS 5 &84 Location 87 DEACON COURT I Pri Frontage In Sec i 2tA vl `-�' Sec Road � ( Frontage �"Vt / .......--- village BARNSTABLE Fire District BARNSTABLEit/ Town sewer exists at this address 3 4.....:, N0— I Road Index j0429 . ' 14,SILeA Asbuilt Septic Scan: {{ d �, pInteractive . , s "- `mot 300033002 1 h — tt 04,(A. 1 d�&al F i ye _ Owner Info 1 <" Owner CORDEIRO, DIAHANN M&SCOTT C 1 I I I i 41' 111 Co Owner1 Streets 0 BOX 580 I Street2 i _ _. _.____ _ City BARNSTABLE I State 1MA I Zip 02630 I Country r Land Info al _ Acres 1 1.29 _ I Use jSingle Fam MDL-01 Zoning IRF-1 I Nghbd 10110 _ ' l� Topography Road `_—�1 `iv�� Utilities! I Location 1 A-€) e�:lL1(1-(1 1;11 It...• w Construction Info fah Building 1 of 1 Year Roof€ L 9J� Built2006 I Struct(Gable/Hip I wall[Wood Shingle I fb Living 4172 Roof Asph/F Gls/Cmp I AC Central I .0 kit.— IArea Cover Type " 3 P` -=IntBed Style Cape Cod I wall[-Plastered I Rooms 14 Bedrooms 11 * , - Int€ Bath r 5 " .� tki/t) Model'Residential I (Hardwood I 13 Full+2H I Floor Rooms e . :: . > 0, Heat�__ Total ` - � Grade!Luxury I ;Hot Air I 10 ( `n BHT Type Rooms a��- ,,, FOP Stories 12 4 I Fuel!Heat Gas I Found-ation Poured Conc. ( j Gross(9962 I !�, Area= I • Permit History vVl http://issgl2/intranet/propdata/ParcelDetail.aspx?ID=24043 9/17/2012 Parcel Detail Page 2 of 3 Issue Date Purpose Permit# Amount lnsp Date Comments 06/07/2006 Dwelling 20060403 $500,000 05/10/2007 00:00:00 • Visit History Date Who Purpose 10/06/2011 00:00:00 Nancy Finch In Office Review 03/08/2011 00:00:00 Nancy Finch Abatement Review 02/18/2011 00:00:00 Nancy Finch Abatement Review 04/26/2010 00:00:00 Pamela Taylor In Office Review 08/25/2009 00:00:00 Michele Arigo Change of Address 08/07/2008 00:00:00 Karen Perry In Office Review 05/13/2008 00:00:00 Jeff Rudziak In Office Review 07/12/2007 00:00:00 John Greene New Construction 05/10/2007 00:00:00 Martin Flynn Meas/Listed-Interior Access 08/25/2000 00:00:00 Paul Talbot Bldg Permit N/C Sales History Line Sale Date Owner Book/Page Sale Price 1 11/19/2007 CORDEIRO, DIAHANN M&SCOTT C C184618 $1 2 02/02/2001 CORDEIRO, DIAHANN M TR 13536/264 $200,000 3 08/15/1992 MARCHAND, RICHARD N&SALLY 8159/071 $1 4 04/15/1983 MARCHAND, RICHARD N&SALLY 3704/195 $0 Assessment History Save# Year Building Value XF Value OB Value Land Value Total Parcel Value 1 2012 $561,200 $105,300 $7,900 $368,300 $1,042,700 2 2011 $828,900 $107,500 $0 $368,300 $1,304,700 3 2010 $828,900 $106,100 $0 $375,100 $1,310,100 4 2009 $910,100 $57,200 $0 $325,600 $1,292,900 1 5 2008 $1,149,400 $57,200 $0 $368,400 $1,575,000 7 2007 $0 $0 $0 $368,400 $368,400 8 2006 $0 $0 $0 $296,200 $296,200 9 2005 $0 $0 $0 $272,600 $272,600 10 2004 $0 $0 $0 $272,600 $272,600 11 2003 $0 $0 $0 $148,000 $148,000 12 2002 $0 $0 $0 $148,000 $148,000 13 2001 $0 $0 $0 $148,000 $148,000 14 2000 $0 $0 $0 $113,000 $113,000 15 1999 $0 $0 $0 $113,000 $113,000 16 1998 $0 $0 $0 $113,000 $113,000 17 1997 $0 $0 $0 $91,500 $91,500 18 1996 $0 $0 $0 $91,500 $91,500 19 1995 $0 $0 $0 $91,500 $91,500 20 1994 $0 $0 $0 $91,500 $91,500 21 1993 $0 $0 $0 $92,700 $92,700 Photos http://issgl2/intranet/propdata/ParcelDetail.aspx?ID=24043 9/17/2012 Parcel Detail Page 3 of 3 p * µs ' ax • • http://issgl2/intranet/propdatalParcelDetail.aspx?ID=24043 9/17/2012 f Parcel Detail Page 1 of 3 � - '- 4r , 7�o f , !'' '";, " ti ')''.' ."'"*T.,-'' '''''t ,,. _. ._, e%2.2'610' e9/` - „ter s � f H • 4 am.---�BMaTAi5 f. # , r � r a ,, 7, i'' -Y Logged In As: Parcel Detail Monday,September 17 2012 Parcel Lookup Parcel Info Parcel ID 300 033 002 Developer LOTS 5 &84 _.i Lot� I Location 87 DEACON COURT I Pri Frontage[ I Sec Road I Sec — I Frontage Village BARNSTABLE Fire District BARNSTABLE Town sewer exists at this address INO I Road Index 0429 I _ r c7,— iAsbuilt Septic Scan: Interactive ,,,1 300033002_1 Owner Info _ __ Owner ICORDEIRO, DIAHANN M&SCOTT C ____- -_I Co-Owner[ yI Streetl PO BOX 580 __. _ I Street2 j City BARNSTABLE I State IMA I zip j02630 I Country[ I Land Info _ __ Acres 1.29 I Use Single Pam MDL-01 I Zoning RF-1 —I Nghbd 0110 — —I _1 Topography ___..__ --_I Road Utilities _.� ____...______ ( Location I .._. Construction Info Building 1 of 1 Year T `� r- Built 2006 I Roof Struct Gable/Hip I wallExt+Wo-� od Shingle I Living Roof T� AC T 4172 Asph/F GIs/Cmp Central Area Cover I Type ��I �1 § Int 1 __. Bed ___._ ' Style Cape Cod I wan lPlastered _ I Rooms j4 Bedrooms I �.� ,71'. r1f , Int! Bath l , 1 �r .„/- Model Residential I ;Hardwood I 3 Full+2H I sly=, Floor Rooms i �� ,� s, Grade f Luxury I Neat Hot Air Total 10 "— "� . .... Type Rooms bS :" BMT FOP x(TTP. Heat Found-- --__w..___. ____. Stories 12.4 Gas I !Poured Conc. I I Fuel ation _,. Gross 9962 I Area Permit History http://issgl2/intranet/propdata/ParcelDetail.aspx?ID=24043 9/17/2012 r Parcel Detail Page 2 of 3 . Issue Date Purpose Permit# Amount Insp Date Comments 06/07/2006 Dwelling 20060403 $500,000 05/10/2007 00:00:00 w Visit History Date Who Purpose 10/06/2011 00:00:00 Nancy Finch In Office Review 03/08/2011 00:00:00 Nancy Finch Abatement Review 02/18/2011 00:00:00 Nancy Finch Abatement Review 04/26/2010 00:00:00 Pamela Taylor In Office Review 08/25/2009 00:00:00 Michele Arigo Change of Address 08/07/2008 00:00:00 Karen Perry In Office Review 05/13/2008 00:00:00 Jeff Rudziak In Office Review 07/12/2007 00:00:00 John Greene New Construction 05/10/2007 00:00:00 Martin Flynn Meas/Listed-Interior Access 08/25/2000 00:00:00 Paul Talbot Bldg Permit N/C " Sales History _ Line Sale Date Owner �"_`�_.�__ ------------------- Book/Page Sale Price 1 11/19/2007 CORDEIRO, DIAHANN M&SCOTT C C184618 $1 2 02/02/2001 CORDEIRO, DIAHANN M TR 13536/264 $200,000' 3 08/15/1992 MARCHAND, RICHARD N &SALLY 8159/071 $1 4 04/15/1983 MARCHAND, RICHARD N &SALLY 3704/195 $0 " Assessment History _ u Save# Year Building Value XF Value OB Value Land Value Total Parcel Value 1 2012 $561,200 $105,300 $7,900 $368,300 $1,042,700 2 2011 $828,900 $107,500 $0 $368,300 $1,304,700 3 2010 $828,900 $106,100 $0 $375,100 $1,310,100 I 4 2009 $910,100 $57,200 $0 $325,600 $1,292,900 5 2008 $1,149,400 $57,200 $0 $368,400 $1,575,000 1 7 2007 $0 $0 $0 $368,400 $368,400 I 8 2006 $0 $0 $0 $296,200 $296,200 9 2005 $0 $0 $0 $272,600 $272,600 10 2004 $0 $0 $0 $272,600 $272,600 11 2003 $0 $0 $0 $148,000 $148,000 12 2002 $0 $0 $0 $148,000 $148,000 13 2001 $0 $0 $0 $148,000 $148,000 14 2000 $0 $0 $0 $113,000 $113,000 15 1999 $0 $0 $0 $113,000 $113,000 16 1998 $0 $0 $0 $113,000 $113,000 17 1997 $0 $0 $0 $91,500 $91,500 18 1996 $0 $0 $0 $91,500 $91,500 19 1995 $0 $0 $0 $91,500 $91,500 20 1994 $0 $0 $0 $91,500 $91,500 21 1993 $0 $0 $0 $92,700 $92,700 • Photos http://issgl2/intranet/propdata/ParcelDetail.aspx?ID=24043 9/17/2012 1 Parcel Detail Page 3 of 3 4 • > :TT[J - r 1 'a�. . , "'err I4t26altl a http://issgl2/intranet/propdataiParcelDetail.aspx?ID=24043 9/17/2012 Town of Barnstable . Regulatory Services ``k � i4, ie • oFYHe row �� o Thomas F. Geiler,Director in,i -r P' 71: 1 0, -..lf""- ! Building Division .. * BABNSTABLE, w MASS. Tom Perry, Building Commissioner At• ,e0 m �m - __. °rfnnw�� 200 Main Street, Hyannis, MA 02601 °q r• : • . .www.town,barnstable.ma.us €` '"'a Office: 508 862 4038 a 5 8 790 6230 • • Approved ..• Fee: s. -r Permit#: .?.p t l f30Lo(Q-1 HOME OCCUPATION REGISTRATION Date: 2/I( /' Name: �G•'t'� a &fp.6A v Phone #: 7F"r -g��' - f�'a/ ' Address: (P"'1 D-cacoz. C,rr'fr' Village: Z�2s7i:II Name of Business: l 5 k./e- • V/S o r1 Ye✓A/ece-s� U.-C Type of Business: - I4a r,,,,,,4f 11-r C o• rygi Map/Lot: 360 D 33_ 00 Z INTENT: It is the intent of this section to allow the residents of the Town of Barnstable to operate a home,occupation . within single family dwellings,subject to the provisions of Section 4-1.44 of the Zoning ordinance, provided that the activity . shall not be discernible from outside the dwelling: there shall be no increase in noise or odor; no visual alteration to the premises winch would suggest anything other than a residential use; no increase in traffic above normal residential volumes; . and no increase in air or groundwater pollution. After registration with (lie Building Inspector,a customary home occupation shall be permitted as of right subject to the following conditions: • • The activity is carried on by the permanent resident of a single family'residential dwelling unit, located within . that dwelling unit.. . . • Such use occupies no more than 400.squa e feet of space. • There are no external alterations to the dwelling which are not customary in residential.buildings, and there is no outside evidence of such use. • No traffic will be generated in excess of normal residential volumes. ' • The use does not-involve the production of otfensii'e noise, vibration,smoke, dust or other particular matter, odors, electrical disturbance, heat,glare, humidity or other objectionable effects. • There is no storage or use of toxic or hazardous materials, or flammable or explosive materials, in excess of normal household quantities. . • • Any need for parking'generatecl by such use shall be met on the same lot containing the Customary Home • Occupation,and not within the required front yard. • There is no exterior storage oi•display of materials or equipment. - • There are no commercial vehicles related to the Customary.I Ionne Occupation,other-than one van or one pick-up truck not (o exceed one ton capacity, and one trailer not to exceed 20 feet in length and not to. . • exceed 4 tires,parked on the same lot containing the Customary Home Occupation. • No sign shall be displayed indicating the.Customary Home Occupation. • If the Customauy Home Occupation is listed or advertised as a business,the street address shall riot be . included. • No person shall be employed in the Customary Home Occupation Minis not a permanent resident of(lie h dwelling unit. 'I, the undersigned, have reach and agree with the above restrictions (Or my home occupation I am registering. . Applicant: C("4-4- el/ Date: el/ . Pi I( YOU WISH TO OPEN A BUSINESS- = - i For Your Information: Business Certificates cost $30.00 for 4 years. A Business Certificate ONLY REGISTERS THE BUSINESS NAME in town (which you must do by M.G.L.- it does not give you permission to operate.) You must first obtain the necessary signatures on this form at 200 Main St, Hyannis. Take the completed form to the Town Clerk's Office, 1st FL., 367 Main Street, Hyannis, MA 02601 (Town Hall) and get the Business Certificate that is required by law. <. E am - Fill in please: Date: Fr 10 P71 a 0/ J APPLICANT'S NAME: px � - ,ram ScOT�- c ��12i?� 1120 YOUR HOME ADDRESS: ' 17f'aCOh r T `Ca(os--ab/,"' r to oa63o ' - ' 4-/ -92-g - /.S 0 .-nC - 3 1 3-- 6,3 . A BUSINESS TELEPHONE # #,.4 - * HOME TELELPHONE #: N- DF CORPORATION: FID # 7 I/ 3 �/6 NAME OF NEW BUSINESS CORSA i P 1)0\VIS00,y S 1V)C6s LLC- TYPE OF BUSINESS M ,e,,.�1 f - Cam,,/ - IS THIS A HOME OCCUPATION? )c YES NO (� 33 OQ ADDRESS OF BUSINESS b-eoc-,0 . 6,, ;- 3 3 ( g)�i�*r M ��3e MAP/PARCEL NUMBERgD' Assessin When starting a new business there are several things you must do to be in compliance with the rules and regulations of the Town of Barnstable. This form is to assist you in obtaining the information you may need. You MUST GO TO 200 Main St. (corner of Yarmouth Rd. & Main Street) to make sure you have the appropriate permits and licenses required to legally operate your business in town. 1. BUILDING COM S NER'S OFFICE MUST COMPLY WITH HOME OCCUPATION This individ 4al ha ee�n or d f a y permit requirements that pertain to this type of businesULES AND RGULATION S. FAILURE TO 'ix 4/11,Oi�V�. COMPLY MAY RESULT IN FINES. Aut on d Si n re** MME T lid C rU 1 no,zr) iv , • A°P)/(19tOr z) ri-L , 2. BOARD OF HEALTH This individual has beeiq informed of the permit requirements that pertain to this type of business. Authorized Signature** COMMENTS: 3. CONSUMER AFFAIRS (LICENSING AUTHORITY).- This individual has been informed of the licensing requirements that pertain to this type of business. 4.1 Authorized Signature** . COMMENTS: 7 /1-e--a-c-rx-4-, ( . 4DrLj - _ N M S 7g o 00'29 E /6 a 5.08• .40 po ,� M hh * 400't TO co qo DEACON COURT r o zo o• �J. 1t Ncp o Q 9, O� _ i 16'# 1 LOTS 5 & 78 l 16 / o TOTAL AREA: ' ` q, 604/9 ± S. F. L._ / 0, 1.1 �' , _ h r FOR TOTAL LOT SEE CrC e PLAN BOOK 482 PAGE 31. l b'o -I f ‘, r kDr__ /84 N >ja36.1) S"ly I CERTIFY THAT TO THE BEST OF MY PROFESSIONAL KNOWLEDGE. I NFORMAT ION AND BEL I EF THE DWELL I NG TOWN OF BARNSTABLE ZONING SHOWN HEREON CONFORMS TO THE HORIZONTAL SETBACKS ZONE : RF- I OF THE ZONING BY-LAW FOR THE RF-I DISTRICT. SETBACKS : • FRONT - 30' r�t��; ,� SIDE - 15' � \�� QF Pr REAR • 15' " .1 �9 i RANK `yG� :f;- w THE DWELLING DEPICTED ON THISi?).0.- ..11W°14.21T918_,N: PLOT PLAN PLAN WAS LOCATED ON THE GROUND bI N BY SURVEY ON JUNE /3. 2006 AND '. :04 f EXISTS AS SHOWN AS OF THE DATE C C. � ,,,11 ` e' .•," BARNSTABLE. MA . OF LOCATION. �� �zamG -7 SCALE: I '-40' JUNE 15. 2006 THIS PLAN IS FOR PLOT PLAN EAGLE SURVEYING , I NC PURPOSES ONLY AND NOT FOR 923 Rout* 6A RECORDING. DEED DESCRIPTIONS '-4 �`� =� _ Yarmouthport, MA. 02675 OR ESTABLISHING PROPERTY LINES. 0 ,%,•Ii• (508) 362-6132 ' (500 432-5333 THIS PLAN IS VOID IF NOT L-- .4'_: • STAMPED AND SIGNED IN RED. 0 20 40 80 PROJECTO NO. 03-093 -- , a ' = TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION i 3/06- Map 300 Parcel 033 00(2 05-�. 31Application# G6666146 3 o Health Division test,-- 3 = 3h34 5 "n s" O Conservation DivisionF.:5 V.4 fQ' ,t! lA f&ev #k Nie 71Ht#Tax Collector e Issued U' I D U �9 SEPTIC'tE MIA BE Treasurer � N + ALD i�'�OMPLI Application Fee ® E Planning Deb! 6 3/ '("19 YI'T�°T i"!. 5 () D �,ENVIRONMENTAL CODE AF� Q( Permit Fee 00 Date Definitive Plan Approved by Planning Board r aF` � tt "�` Historic-OKH Preservation/Hyannis - -8`0,8°7 Deacon, COS rag b1�i M on o Project Street Ad ress Village 136,(nSle. L Owner D 1GU't ')f A, Stott COlydejrO Address 1'Jy e:i Pot' * .. CeAt eni1 . Telephone 65-08) 3 7S —(0-311 ivtri Permit Request Si Pt,1..4 �i! efiot,4 If c"_.) LA./ V be- yvr r oz40,3. Square feet: 1 st floor:existing proposed t.4proposed 2nd floor:existing q-(0 Total new 4433 Zoning District �'I��� - I Flood Plain Ni 0 Groundwater Overlay cc jf � �:•a -Project Valuation v vac, Construction Type 5 8/ W c0 61 - i (rS-'ytf 6l I - .. Ti � �-X T. Ldy •-f„• Lot Size I - 3'7 C --5 Grandfathered: ❑Yes Cr�No If yes, attach supporting documer do ); Dwelling Type: Single Family � Two Family ❑ Multi-Family(#units) i ; Age of Existing Structure Historic House: ❑Yes fI�'No On�Old King's Highw:y: W'Ye_' 0-,No Basement Type: ®Full ❑Crawl ❑Walkout ❑Other r- H yp Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) a-00 1 ' .& 4.4 ,3 Number of Baths: Full:existing new 3 Half:existing new c ill? cJii Number of Bedrooms: existing new 4 5, '. Total Room Count(not including baths):existing new I 0 First Floor Room Count •,,,Heat Type and Fuel: 54s ❑Oil ❑Electric 0 Other , Central Air: DVYes ❑No Fireplaces: Existing New A Existing wood/coal stove: 0 Yes ❑No Detached garage:0 existing ❑new size Pool:❑existing ❑new size Barn:0 existing ❑new size Attached garage:❑existing 'new size Shed:0 existing U new size Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ " Commercial ❑Yes LINo If yes, site plan review# Current Use Proposed Use BUILDER INFORMATION Name i-lomeO(( Telephone Number Address License# - Home Improvement Contractor# Worker's Compensation# ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO 1, SIGNATURE '--42:1 0 DATE 3 J/v 0 G t 3ffgl* a ) ' FOR OFFICIAL USE ONLY PERMIT NO. ,, DATE ISSUED . , • MAP/PARCEL NO., R . i ,. ADDRESS ` . I ,., VILLAGE OWNER '"- DATE OF INSPECTION: �' �� �. �.f t9 `�217o-t�T- � - " FOUNDATION o%,,, ��4 to R- 5 pot 6 , . �o e s FRAME O! , . 4,,E� " cii 704,/ 077 INSULATION' ; ).,.,S�, ( 3-! °? , .- FIREPLACE: - , ELECTRICAL: ROUGH FINAL l_ - PLUMBING: ROUGH FINAL GAS: ROUGH FINAL FINAL BUILDING ceIG �--:- ?��. C > X DATE CLOSED OUT - , ASSOCIATION PLAN_ NO.' '-, - - ,y NTown of Barnstable _ Building Department - 200 Main Street LE, * Hyannis, MA 02601 V.7:- � (508) 862-4038 DMA Certificate of Occupancy Application Number: 20060403 CO Number: 20070159 Parcel ID: 300033002 CO Issue Date: 07125/07 Location: 87 DEACON COURT Zoning Classification: RESIDENCE F-1 DISTRICT Village: BARNSTABLE Gen Contractor: PROPERTY OWNER Permit Type: RCOO CERTIFICATE OF OCCUPANCY RES Comments: Building D/rtment Signature ate Signed r ,, Y 1HE 1, TOWN OF ,BARNSTABLE BUIlding 6, , >► , % Application f•- •� .. � Ref:- 20060403 � } �� Permit BARNSTABLE, * Issue Date: 06/07/06 9 MARS. 26 4,AF19 A4� Applicant: CORDEIRO,DIAHANN M TR Permit Number: B 20060336 Proposed Use: Expiration Date: 12/05/06 Location 87 DEACON COURT Zoning District RF-1 Permit Type: NEW SINGLE FAMILY HOME Map Parcel 300033002 Permit Fee$ 2,050.00 Contractor PROPERTY OWNER Village BARNSTABLE App Fee$ 100.00 License Num w Est Construction Cost$ 500,000 Remarks APPROVED PLANS MUST BE RETAINED ON JOB AND SINGLE FAMILY DWELLING THIS CARD MUST BE KEPT POSTED UNTIL FINAL INSPECTION HAS BEEN MADE. WHERE A --- CERTIFICATE OF OCCUPANCY IS REQUIRED,SUCH Owner on Record: CORDEIRO,DIAHANN M TR BUILDING SHALL NOT BE OCCUPIED UNTIL A FINAL Address: 27 NYES POINT WAY INSPECTION HAS BEEN MADE. CENTERVILLE, MA 02632 poo.,_ e_tr-frtAA___ Application Entered by: NL Building Permit Issued By: THIS PERMIT CONVEYS NO RIGHT TO OCCUPY ANY STREET,ALLY OR SIDEWALK OR ANY PART THEREOF,EITHER TEMPORARILY OR PERMANENTLY. ENCROACHEMENTS ON PUBLIC PROPERTY,NOT SPECIFICALLY PERMITTED UNDER THE BUILDING CODE,MUST BE APPROVED BY THE JURISDICTION. STREET OR ALLY GRADES AS WELL AS.DEPTH AND LOCATION OF PUBLIC SEWERS MAY BE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS. THE ISSUANCE OF THIS PERMIT DOES NOT RELEASE THE APPLICANT FROM THE CONDITIONS OF ANY APPLICABLE SUBDIVISION RESTRICTIONS. MINIMUM OF FOUR CALL INSPECTIONS REQUIRED FOR ALL CONTSTRUCTION WORK: 1.FOUNDATION OR FOOTINGS. 2.ALL FIREPLACES MUST BE INSPECTED AT THE THROAT LEVEL BEFORE FIRST FLUE LINING IS INSTALLED. 3.WIRING&PLUMBING INSPECTIONS TO BE COMPLETED PRIOR TO FRAME INSPECTION. 4.PRIOR TO COVERING STRUCTURAL MEMBERS(READY TO LATH). 5.INSULATION. 6.FINAL INSPECTION BEFORE OCCUPANCY. WHERE APPLICABLE,SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL,PLUMBING AND MECHANICAL INSTALLATIONS. WORK SHALL NOT PROCEED UNTIL THE INSPECTOR HAS APPROVED THE VARIOUS STAGES OF CONSTRUCTION. PERMIT WILL BECOME NULL AND VOID IF CONSTRUCTION WORK IS NOT STARTED WITHIN SIX MONTHS OF DATE THE PERMIT IS ISSUED AS NOTED ABOVE. PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS DO NOT HAVE ACCESS TO GUARANTY FUND(as set forth in MGL c.I42A). POST VIM MR Qi . * ng V ROM ME STREEnT BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS ,..7P' i /:i 1 - ' - i,.. 1 s .... lfie?,( //' ' 9 2,--LV: /- ., a /,e, l . _ . 2 7 ,� tii ce ( 0/s/6 2 1 J�— / — v - � c�i 1-.-- (/ CJ 3 I Heating Inspection Approvals Engineering Dept 1 f/,AL 0 Fire ept 2 t 2, 07 Board of Health p„,,x -e% ,..p._;,,,,,,._ &„,, ,,,--_-.- /tipZ/-( Town of Barnstable 4 .. "9, Regulatory Services KARNSTABLyThomas F.Geiler,Director s639 Building Division E0 Tom Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 HOMEOWNER LICENSE EXEMPTION /' j Please Print DATE: march 10, 0 JOB LOCATION: rj" ! Deacon') COLA I.Jtu4 f sk I er 1 v r4 d2L' JO (BvJo) ) number bl �f}r�� street -7 C 6031 1 village C� �7 "HOMEOWNER": Du/um to 1 (e (0 (i .cig-) 3 /5 - t0 31 I , e 1 I 0-8-i) q J[�-1 a / name home phone# work phone# CURRENT MAILING ADDRESS: t W / N/PS Po - wti cj Cvt*ery i 1 e j oalo3 city/town state zip code The current exemption for"homeowners"was extended to include owner-occupied dwellings of six units or less and to allow homeowners to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor. DEFINITION OF HOMEOWNER Person(s)who owns a parcel of land on which he/she resides or intends to reside,on which there is, or is intended to be,a one or two-family dwelling,attached or detached structures accessory to such use and/or farm structures. A person who constructs more than one home in a two-year period shall not be considered a homeowner. Such "homeowner"shall submit to the Building Official on a form acceptable to the Building Official,that he/she shall be responsible for all such work performed under the building permit. (Section 109.1.1) The undersigned"homeowner"assumes responsibility for compliance with the State Building Code and other applicable codes,bylaws,rules and regulations. The undersigned"homeowner"certifies that he/she understands the Town of Barnstable Building Department minimum inspection procedures and requirements and that he/she will comply with said procedures and requiremen Signature of owner Approval of Building Official Note: Three-family dwellings containing 35,000 cubic feet or larger will be required to comply with the State Building Code Section 127.0 Construction Control. HOMEOWNER'S EXEMPTION The Code states that: "Any homeowner performing work for which a building permit is required shall be exempt from the provisions of this section(Section 109.1.1-Licensing of construction Supervisors);provided that if the homeowner engages a person(s)for hire to do such work,that such Homeowner shall act as supervisor." Many homeowners who use this exemption are unaware that they are assuming the responsibilities of a supervisor(see Appendix Q, Rules&Regulations for Licensing Construction Supervisors,Section 2.15) This lack of awareness often results in serious problems,particularly when the homeowner hires unlicensed persons. In this case,our Board cannot proceed against the unlicensed person as it would with a licensed Supervisor. The homeowner acting as Supervisor is ultimately responsible. To ensure that the homeowner is fully aware of his/her responsibilities,many communities require,as part of the permit application, that the homeowner certify that he/she understands the responsibilities of a Supervisor. On the last page of this issue is a form currently used by several towns. You may care t amend and adopt such a form/certification for use in your community. Q:forms:homeexempt ar • • _ '64s. Z., lin' P/ASIAK;64-61 LAA/vv koAnl Igam.50... . .. 104 14,5. p et-Le -774 , 614 (14 - Jai ") ?Letic4;) _ (141- L:00 b y '375 - 109 °1 • 07. 02/2007 MON 09:40 FAX 7819000331 SO BOSTON 002i002 29-2007 12:48P PROM SANDWICH FIF:EPLR 508-E33-022e TO:17e1.93210331 P.1 _ __'" k ca�nm) . _ ri 0 �_ 1 W ; Installingthe Fireplace L . Constructing the Fireplace Chase A chase is a vertical box-like structure built to enclose the gas fireplace and/or its vent system.Vertical vents that run on the outside of a building may be,but are not required to e o be,installed inside a chase, i Ail CAUTION:TREATMENT OFFiR!~S7()P SPACERS AND CONSTRUC77ON OF THE CHASE MAY VARY WITH THE TYPE OF BUILDING THESE INSTRUCTIONS ARE NOT "r�"4 "'""'1 SUBSTITUTES FOR THE REQUIREMENTS OP LOCAL A B C D BUILDING CODES,THEREFORE,YOUR LOCAL BUILD- 42" 22" 38' 51" 72° ING CODES MUST BE CHECKED-TO DETERMINE THE Figure 2, Fireplace Dimensions, Locations, REQUIREMENTS FOR THESE STEPS. and Space Requirements Factory-built fireplace chases should be constructed in the manner of all outside walls of the hoin re to prevent cold air Minimum Clearances drafting problems.The chase should not break the outside from the Fireplace to Combustible Materials building envelope in any manner. Chi m This means that the walls,ceiling, base plate and tenths- Gies Front 36 914 ver floor of the chase should be insulated. Vapor and air Floor 0..................... 0 r infiltration barriers should be installed In the chase as per Rear t/2 ,................. 13 regional codes for the rest of the home.Additionally,Heat- Sides 1/2 s... 13 N-Glo recommends that the inside surfaces be sheetrocked Surround Sides' 0............... 0 ' and taped for maximum air tightness. Top 31/2 89 Gelling— 31 787 To further prevent drafts,the ffrestops should be caulked to See Figure 3. seal gaps. Gas line holes and other openings should be Caulked or stuffed with insulation, if the unit Isbeing in- The clearance to the ceiling L3 measured from the top stalled on a cement slab, we recommend that a layer of of the unit,Excluding the standoffs(see Figure 4t3}, plywood e placed underneath to prevent conducting cold up into the room, Be sure to Include spark arrestors for The distance from the unit to combustible construction wordbuming units if they are required, is to be measured from the unit outer wrap surface to THE CHASE SHOULD BE CONSTRUCTED SO THATALL the combustible Construction,NOT from the screw heads CLEARANCES TO THE FIREPLACE ARE MAINTAINED that secure the unit together. AS SPECIFIED WITHIN THIS INSTALLERS GUIDE. Minimum Clearances Step 1. Locating the Fireplace from the Vent Pipe to Combustible M3tsrlale . laV,ieis WM The following diagram shows space and clearance require- Vertical Sections. 1 g5 mints for locating a fireplace within a room. Horizontal Sections Clearance Regwir+ements Top 3. 75 Bottom 1.................25. The top, back, and sides of the fireplace are defined by Sides. 1 25 stand-offs.The minimum clearance to a perpendicular wall Af WallFUastops extending past the face of the'fireplace .. replace Is one inch(25mm)• Tap ,21/2... ........63.7 t The back or the fireplace may be recessed 21 1/2 inches Bottom 1/2 13 (546 mm)into combustible corietructlon. Sides I..............:..E5 For minimum clearances,see the direct vent termination clearance diagrams on pages 23 and 24 in this manual, a RESIDENTIAL BUILDING PERMIT FEES APPLICATION FEE New Buildings $100.00 Residential Addition $ 50.00 Alterations/Renovations $ 50.00 Change of Contractor/Builder $25.00 FEE VALUE WORKSHEET NEW LIVING SPACE 3 3 square feet x$96/sq.foot= 4d g 'SC/g x .0041= l 4`1(8' plus from below(if applicable) ALTERATIONS/RENOVATIONS OF EXISTING SPACE square feet x$64/sq.foot= x.0041= plus from below(if applicable) GARAGES(attached/ ry,&detached) /i)( square feet x$32/sq.ft. = 41 b 3o_ x.0041= 101, 81 ACCESSORY STRUCTURE>120 sq.ft. >120sf-500sf $35.00 >500 sf-750 sf 50.00 >750 sf- 1000 sf 75.00 >1000 sf- 1500 sf 100.00 • >1500 sf- Same as new building permit: square feet x$96/sq.foot= x .0041= STAND ALONE PERMITS Open Porch x$30.00= (number) Deck x$30.00= (number) Fireplace/Chimney x$25.00= (number) Inground Swimming Pool $60.00 Above Ground Swimming Pool $25.00 Relocation/Moving $150.00 (plus above if applicable) �t Permit Fee I Yt I2• &`T Projcost Rev:063004 Feb-O5-O7 09:39A P:O2 RUG-1B-212104 11:54P FROM: TO:15084205304 P.1,2 — .i — _______t ( - ai f faple2251 I) 0 (C.) CI...IL_ -I ?.t4t2t,A, 1-.(6,,3.1.1.3-1-q 810 31,3 h :1,11 11 . ,.,` r'3)19/A'x I{1M'LVL WCAp�li 1,, -. `., li I th., _____Ti 1 t� t, • 1-4sN, 31 I iv. 1 j dt, _ re x 31 Vrttl.SLAM(vi15►+18 l.,.HVILLJ Y.A A _ zi1 + ' At t. T` yr` tG P e +�` W�nLpL(tAW U. ? • i 6TRUCIUAAL 4' + A t R r .,� F• R. 5 . .J015 ' it, A .MT �� 1 l d O.G. - '.r las ow ` . • 1 5 1.1 .(9.0'd d9Q: Q LO-Or-L1vr r Feb-O5-O7 09:40A P.O HUG-18-2004 11:S4P f ROM: TO:15084205304 P.2'2 Maalll-Loaded Beam,99 ROCA National EuJldinp CoOe(97 NOS)I Ver i•01.10 By:id ,Pleb-IR Coneuutnp an:01.18-2007:4:08:28 PM 1 ProlOcf:CORDER()-Location:(1)12.5'bm.family Morn}seder - Summary: ( ff�i+) !3)1.761N s ti_O IN x 12.5 FT /1.8E AAlcrotnnf-True Jost -- Section Adequate Bv; 17.1% Contrallinq Factor Suction Modulus!Depth Required 12.54 In 'Laminations are to be*Ay connected to provide uniform transfer of ineda to oil mombore Center Soon Deneetibns: e Loot DLO-Geller. 0.14 IN Live Loiul. a are "-gip IN a LJ780 Total Load: TLD•Centere 0.34 IN=LJ439 Center Span Left End Reactions(Support A). Liu$Loan; LL-Baru-A® 672e LB bead Load: DL-Rxn-A= 4434 LB 'fetal Load' TL•R,an,An 0881 LB Searing Larpth Required(Beam only.®upped capacity not created): EL-A= 2.50 IN Center Soon Rboht End Reactions(Support B): Live Leask LL•tan-Be 3362 LB Dead Load: OL-Rain-B- 2620 L® Total Load. TLA-41-B= 5981 LB Bearing Length Required(Beam only.supportCalaeolty not cheated): BL-Be 4,52 IN Bean Date; Genie:Span Length; L2■ 12.5 FT Center Span Unbraaed Length-TOD of Beam; Lug-Tope D.0 FT Center Soan Unbraaed Lerlp1h-3ottarn o1 Bearer' - Lu2-Betiorne 12,8 Ft Lire Load Duration Feuer: Ca' 1.00 • Load Deft Criterre_---_ T T' Tel!i-GUI�tkeCt. Mons: L/. _. 300 Center Upon Loading: Uniform Load: wU Ze 34 P .. 1Gt1r a a�I ..-_. _ .. —"USVY= d3 PLY Total Lead- Point Load 1 `"m 2' �' � l'LF Live Load; PL1-2= 6377 LB Location(From a I a and of span); __._....__........__—__. X1.2= fig"-F r Properties For. 1.9g Microterw True Joltt Banditti Shags: Fire. 2800 PSI Shear Reese: For 2d5 PSI Modidus of Elasticity; Ee 1000000 PSI Stress Porpendlcular to drat Adjusted Pro riles FCP= 750 PSI Fb'(faraday). Fb'= 2546 PSI Adjustment Fors:Cd61.03CFA0.08 Fla" Fah 2SS PSI Adluatrnen►Feu are:Cd 1,00 Design Reuuirementa: Contndeno Moment: AAa 31072 FT-LB 3,6 Ft r'om let supooat of span 2/Center Soan) Critical moment created by dontbininp an deed loads end rise toads on span(s)2 Controllirta Shear. Ve 0220 L9t At a distance d from Bert support of span 2(Center Soo CcittP41 sheer created by o0rhbining all dead loads and : loads on spans)2 Comparisons Wtth Required Sections; Section Modulus(Moment): Srea= 148.45 N3 Area(Shear): SO 171,50 N3 keg. 48.57 N2 Moment of Inertia(DeRsctiore: �, AT 9.68 N2 .1..)./1. 414 AP 819,+38 N4 � r . , ' J- 1200.60 t i4 f BIStir- " ; .., SIRIOCNRAL ;' No,2848a r. c A.�O,r 1STF c. $,4'' "1$ f:SrOnAt�.,��ti 90'd d9o.:to 4O-Viz-uaar Feb-05-07 09:39A P.01 00 V A. RCHI — TECI3 6 school street t 503.420.s335 f 503.420.5304 ASS ( CIA "I" S cotuit,ma 02615 1 infagsarchitr.rhassnciates,tom Jr C h. :,e c t R t,l 1 ti e.s i g r! a rchitechassociates.com • TRANSMITTAL flslt�: Fabruary+.5 2007 _ C Drop-off I i Pick-up ❑ Mnil Ti Overnight To: lack Lctsocuf-Town of fiarnstabfe ®Fax 508-790-6230 Pages 3 cc: _ L Other Cnrdeiro Rcsidr�ncn-R7 r '� Regarding: Deacon Court Remarks Jack: Pleas('find the structural calculations from our structural engineer. Let me know if you have guastions/comments. Ragards, Tim • • • From: „Timothy Lute . 14 ` I L_ Affidavit of Substantial Financial Interest 6g,,uferY1ILei ^ n - I, DI COrdeif0 of ao NyeS Pit Way , on oath depose and state as follows: 1. I am an applicant for a building permit for the property located at Map 300, Parcel 0 3 3- 06 a. The address of the property is i Deaccn5 COUr- Bainc-tztioje,, MA oa63O 2. I have k5D % legal or equitable interest in the real property which is the subject of the building permit application which is identified in paragraph 1 above. 3. Within in the last twelve months from today's date, which is frla,61 16( 06', the following individuals or entities have had a 1% or greater legal or equitable interest in the real property which is the subject of the building permit application which is identified in paragraph 1 above: Name Address SCo+} Cord,tira Nyes Pi-' Wa j Ct+ervi I le, MA o9(23 , 4. Within the last twelve months, from today's date, which is 3 ) I o 16 , I have had ' ' a 1% or greater legal or equitable interest in the following properties which have been the subject of a building permit application: Map/Parcel Address 5. Within this calendar year, I have submitted building permit applications for property in which I have a 1% or greater legal or equitable interest. 6. Within the last ten days, I have submitted 0 building permit applications for property in which I have a 1% or greater legal or equitable interest. 7. Within this month, I have submitted 125 building permit applications for property in which I have a 1% legal or equitable interest. 8. Within this month, I have received building permits for property in which I have a 1% legal or equitable interest. Signed under the pains and penalties of perju , this' y of MC(Ytln, 200b. 2001-0050/affin 1 0/LOTTERY/AFFIDAVIT l � 6r' Permit Number MECcheck Compliance Report Massachusetts Energy Code MECcheck Software Version 3.2 Release la Checked By/Date TITLE:MA CHECK CITY:Barnstable STATE:Massachusetts HUD; 6137 CONSTRUCTION TYPE: 1 or 2 Family, Detached HEATING SYSTEM TYPE:Other(Non-Electric Resistance) DATE:02/21/06 DATE OF PLANS:2/21/06 PROJECTINPORMATION: 87 DEACONS CT BARNSTABLE,MA COMPANY INFORMATION: MR,CORDERIO NOTES: MA CHECK DONE 13Y RICHIE'S INSULATION COMPLIANCE:Passes Maximum UA=617 Your Home=408 33.9%Better Than Code Gross Glazing Area or Cavity Cont. or Door Perimeter R-Value R-Value 'U-Factor 1JA Ceiling 1:Flat Ceiling or Scissor Truss 2140 30.0 30.0 36 Wall 1: Wood Frame, 16"o.c, 3536 13.0 13,0 146 Window 1:Metal Frame,Single Pane 400 0,320 128 Door 1: Solid 100 0.350 35 Floor 1:All-Wood Joist/Truss,Over Unconditioned Space 2500 19.0 19.0 63 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 Massachusetts Energy Code requirements in MECcheck Version 3.2 Release.1 a. The heating load for this building,and the cooling load if appropriate,has been determined using the applicable Standard Design Conditions found in the Code, The H'VAC equipment selected to heat or cool the building shall be no greater than 125%of the design load as specified in Sections 780CMR 1310 and J4.4. Builder/Designer _ Date • • TO 39tid NOIldT1SNI S3IHDIi'I tLbtb8L9805 8t:L0 900Z/0Z/Z0 MECcheck Inspection Checklist Massachusetts Energy Code MECcheck Software Version 3.2 Release la DATE: 02/21/06 TITLE•MA CHECK Bldg. Dept. Use Ceilings; [ ] 1. Ceiling 1: Flat Ceiling or Scissor Truss,R-30,0 cavity+R-30.0 continuous insulation Comments: Above-Grade Walls; [ ] 1, Wall 1: Wood Frame, 16" o.c.,R-13.0 cavity+R-13.0 continuous insulation Comments: Windows: [ ] 1. Window 1:Metal Frame, Single Pane, U-factor:0.320 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break?[ ]Yes [ ]No Comments: Doors: [ ] 1. Door l: Solid,U-factor: 0.350 Comments: Floors: [ ] 1. Floor 1: All-Wood Joist/Truss, Over Unconditioned Space, R-19.0 cavity+R-19.0 continuous insulation Comments: Air Leakage: [ ] Joints,penetrations,and all other such openings in the building envelope that are sources of air leakage must be sealed. ] When installed in the building envelope, recessed lighting fixtures shall meet one of the following requirements: 1. Type IC rated, manufactured with no penetrations between the inside of the recessed fixture and ceiling cavity and sealed or gasketed to prevent air leakage into the unconditioned space. 2. Type IC rated,in accordance with Standard ASTM E 283,with no more than 2,0 cfm(0.944 Us)air movement from the the conditioned space to the ceiling cavity. The lighting fixture shall have been tested at 75 PA or 1.57 lbs/ft2 pressure difference and shall be labeled. Vapor Retarder: [ ] Required on the warm-in-winter side of all non-vented framed ceilings,walls,and floors. Materials Identification; [ ] Materials and equipment must be identified so that compliance can be determined. [ ] Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment must be provided, [ ] Insulation R-values and glazing U-values must be clearly marked on the building plans or specifications, Z0 39tid NOIld1fSNI S3IHOIei t2Lt?t,8L9805 8t:L0 900Z/0Z/Z0 Duct Insulation; [ I Ducts shall be insulated per Table J4.4.7.1. Duct Construction: [ l All accessible joints,seams,and connections of supply and return ductwork located outside conditioned space, including stud bays or joist cavities/spaces used to transport air,shall be sealed using mastic and fibrous backing tape installed according to the manufacturer's installation instructions. Mesh tape may be omitted where gaps are less than 1/8 inch. Duct tape is not permitted. [ ] The HVAC system must provide a means for balancing air and water systems. Temperature Controls: [ ] Thermostats are required for each separate IIVAC system. A manual or automatic means to partially restrict or shut off the heating and/or cooling input to each zone or floor shall be provided. Heating and Cooling Equipment Sizing; I l Rated output capacity of the heating/cooling system is not greater than 125%of the design load as specified in Sections 780CMR 1310 and J4.4. Circulating Hot Water Systems: [ ] Insulate circulating hot water pipes to the levels in Table 1. Swimming Pools; [ ] All heated swimming pools must have an on/off heater switch and require a cover unless over 20% of the heating energy is from non-depletable sources. Pool pumps require a time clock. Heating and Cooling Piping Insulation: [ ] HVAC piping conveying fluids above 120°F or chilled fluids below 55 °F must be insulated to the levels in Table 2. CO 3E d NOI.L 1f1SNI S3IHOIi`I bL17178L9805 8t:L0 900Z/0Z/Z0 l __ Table 1: Minimum Insulation Thickness for Circulating Hot Water Pipes. Insulation Thickness in Inches by Pipe Sizes Heated Water Non-Circulating_Runouts Circulating Mains and Runouts Temperature(F) Un to 1" U to 1.25" 2, 't " 170-180 0.5 1.0 1.5 to. 0_ Over 2 140-160 1.52.0 0.5 0.5 1.0 1.$ 100-130 0.5 0.5 0.5 1.0 Table 2: Minimum Insulation Thickness for MVAC Pipes. Fluid Temp. Insulation Thickness in Inr es by Pipe Sizes Piping System Types Rande(F) 2"Rpnouts 1"and Less 1,25"to 2" 2.5"to 4" Heating Systems Low Pressure/Temperature 201-250 1.0 1.5 1.5 2.0 Low Temperature 120-200 0.5 1.0 1.0 1.5 Steam Condensate(for feed water) Any 1.0 1,0 1.5 2.0 Cooling Systems Chilled Water,Refrigerant, 40-55 0.5 0.5 0.75 1.0 and Brine Below 40 1.0 1.0 1.5 1.5 NOTES TO FIELD(Building Department Use Only) r t20 30dd NOl1V1flSNI S3IHOIi] bLbb8L9805 8t:L0 900Z/0Z/Z0 L Doc1823,470 0e-02-2801 3:33 Ct f4:1fa0570 BARNSTABLE LAND COURT REGISTRY QUITCLAIM CLAIM DEED We,RICHARD N.MARCRAND and SALLY D.MARCHAND,of 200 Nell Way,Barnstable, Massachusetts,for consideration of 5200,000.00,grant to: DIABANN M. CXRI)EIRO,Trustee of the J.A.C. Real Estate Trust, under a Declaration of Trust dated February 2,2001,d recorded with the e B ons a5ble Land Court Registry as Document No. With an urre Street,Melrose,Massachusetts 02176, • w• ith quitclaim covenants. . . two (2) parcels of land in BARNSTABLE, Barnstable County, Massachusetts,described as follows: L„RCEL I-Unregistered • LpT S containing 56,316 square feet,as shown on a plan of land entitled:"Plan of Land in Barnstable,Mass.,for Dorothy L.Vetterling and Sally D.Marchand dated J�12, 1 which Scale in Feet: 1"=40',Curnrnaquid Survey,Inc. 45 Collie Lane.Cusnmaquid said plan is duly recorded with the Barnstable County Registry of Deeds in Plan Book 482, Page 31. For our title,see deed from Philip W.Vetterling et ux to us,dated 6/16/92,and recorded with the Barnstable County Registry of Deeds in Book 8159,Page 71. gpQ[`Fi.3[-Rexistc eel . LOT 84 as shown on Land Court Plan 179944l- • For our title,see Certificate of Title No. 127513. purposes over the Together with an easement for driveway panhandle portion of lots 83 and 4 600 feet and being shared in running from Deacon Court, a private 40 foot way approximately common with other owners of Lots 83 and 4. This casement to be uused' forthemselves,in a reasonable mane h � and shall not interfere with the use of the other owners tandem ge rantees, the owners of Lots 84 and 5, executors,administrators, successors and assigns agree a reasonable cost of maintenance and their heirs,executors,administrators,successors and assigns, repair of the easement area including snowplowing.• LOCUS: 87 Deacon Court,Barnstable,Massachusetts 1 /344i c9� 1799g U 1 3.d� . y....rd .` .«; : h ",.'- The above described lots are conveyed subject to and with the benefit of all rights, rights of way, easements,takings,appurtenances,reservations and restrictions of record, insofar as the same are in force and applicable. WITNESS our hands and seals this I ST day of re b 20 Yi p.y,2001. Richard N.Marchand Sally D. Marchand COMMONWEALTH OF MASSACHUSETTS Barnstable, ss. Fe 6 / ,2001 Then personally appeared the above named RICHARD N. MARCHAND and SALLY D. MARCHAND,and acknowledged the foregoing instrument to be their free act and deed,before me, Notary Public- [SEAL] my commission expires: k• BARNSTABLE COUNTY .r CJ REGISTRY OF D Et- CC2'' COUNT ; REG [IF- DEE[:>c REG ;4 �? DATE 02.02.`01 FRI E:aFs t� HLn ED TAX $456.00 TOTAL $456.00 rr4,,;i r. �• CASH $456.00 CLERK 1 NO.007391 FEE s694.0c TIME 15:35 2222 BARNSTABLE COUNTY -' REGISTRY OF NEEDS A TRUE ;OPY,.!\1 i T>I 2 R.A/ AD Fir. :TR BARNSiABLE REGISTRY OP DEEDS SUBDIVISION• 17994 U PLAN OF LAND IN BARNSTABLE Cummaquid Survey Inc., Surveyors May 4, i992 58 57 DEACON (w:) COURT :dt50 y ,l:. , a 73 '1 `'QQ ' o t so✓• 61, .3r9:,.y'i1'tQ, f � j W . • h 76 *1 84�►,'+ 4 .83 • cti .fcC. 7A C//1/ord B. Be/knao 4 • • Subdivision of Lot 75 Shown on Plan 17894-P Filed with Cert. of Title No. 87278 Registry District of Barnstable County Abutters are shown as Separate certificates of title may be issued for land on original decree plan. shoxn hereon aE Lot qt @pa • Copy of pert of plan By the awl. filed in LAND REGISTRATION OFFICE ti A ti rc�. L , ;jr ll /7� ..• June 23, 1882 June 23_i882 --- Stele of this plan 40 feet to an inch - = �,. . tolls A. Abort, Engine/ for Court. ST121 1 , ffi'aDC&OLP Roof Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006: 11:09:44 AM Project: CORDEIRO- Location: (1)8'VALLEY @ UPPER HALL Summary: (2) 1.5 IN x 9.25 IN x 8.0 FT (Actual 9.3 FT) /#2-Spruce-Pine-Fir- Dry Use Section Adequate By:49.3% Controlling Factor:Area/Depth Required 6.24 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Span Deflections: Dead Load: DLD-Center= 0.04 IN Live Load: LLD-Center= 0.05 IN=U2049 Total Load: TLD-Center= 0.10 IN= U1130 Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 750 LB Dead Load: DL-Rxn-A= 511 LB Total Load: TL-Rxn-A= 1261 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.78 IN Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 375 LB Dead Load: DL-Rxn-B= 267 LB Total Load: TL-Rxn-B= 642 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.40 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Beam End Elevation Diff.: EL= 4.75 FT Pitch Of Roof: RP= 10 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Rafter Length (HipNalley)-Side One: RL1= 5.7 FT Tributary Width Based on full span of rafters. Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Rafter Length(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= 6 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 9.3 FT Beam Triangular Live Load Adjusted for Slope: TRL= 179 PLF Beam Triangular Dead Load Adjusted for Slope: TRD= 135 PLF Beam Uniform Dead Load Adjusted for Slope: wD_adj= 5 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb' (Tension): Fb'= 1107 PSI Adjustment Factors: Cd=1.15 Cf=1.10 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 1797 FT-LB 4.652 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 997 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 19.48 N3 S= 42.78 N3 Area(Shear): Areq= 18.59 N2 A= 27.75 N2 Moment of Inertia(Deflection): Ireq= 31.51 N4 I= 197.86 N4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi=Tech Assoc. Inc.on: 03-06-2006 : 11:10:32 AM Protect: CORDEIRO-Location: (2)22'BM. @ UPPER HALL Summary: A36 W12x22 x 22.0 FT Section Adequate By: 15.9% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.27 IN Live Load: LLD-Center= 0.49 IN=L/543 Total Load: TLD-Center= 0.76 IN=U348 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4612 LB Dead Load: DL-Rxn-A= 2570 LB Total Load: TL-Rxn-A= 7181 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= 4193 LB Dead Load: DL-Rxn-B= 2396 LB Total Load: TL-Rxn-B= 6590 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.88 IN Beam Data: Center Span Length: L2= 22.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 22.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 195 PLF Dead Load: wD-2= 98 PLF Beam Self Weight: BSW= 22 PLF Total Load: wT-2= 315 PLF Point Load 1 Live Load: PL1-2= 375 LB Dead Load: PD1-2= 267 LB Location(From left end of span): X1-2= 16.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 225 PLF Left Dead Load: TRD-Left-1-2= 113 PLF Right Live Load: TRL-Right-1-2= 225 PLF Right Dead Load: TRD-Right-1-2= 113 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 16.0 FT Load Length: C-1-2= 16.0 FT Trapezoidal Load 2 I Left Live Load: TRL-Left-2-2= 90 PLF Left Dead Load: TRD-Left-2-2= 45 PLF Right Live Load: TRL-Right-2-2= 90 PLF Right Dead Load: TRD-Right-2-2= 45 PLF Load Start: A-2-2= 16.0 FT Load End: B-2-2= 22.0 FT Load Length: C-2-2= 6.0 FT Properties for:W12x22/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.31 N Web Thickness: tw= 0.26 N Flange Width: bf= 4.03 N Flange Thickness: tf= 0.43 N Distance to Web Toe of Fillet: k= 0.88 N Moment of Inertia About X-X Axis: Ix= 156.00 N4 Section Modulus About X-X Axis: Sx= 25.40 N3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.02 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 4.74 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 47.35 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 4.25 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 44.08 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= 39550 FT-LB 11.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Page:2 Multi-Loaded Beam'.AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006: 11:10:32 AM Project: CORDEIRO-Location: (2)22' BM. @ UPPER HALL Nominal Moment Strength: Mr= 50292 FT-LB Controlling Shear: V= 7181 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= 46089 LB Moment of Inertia(Deflection): Ireq= 134.65 IN4 1= 156.00 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:03-06-2006: 11:10:45 AM Project: CORDEIRO-Location: (3) 14'BM. @ UPPER HALL/LOFT Summary: (2) 1.75 IN x 11.25 IN x 7.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 19.8% Controlling Factor: Section Modulus/Depth Required 10.28 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= 0.08 IN =U1068 Total Load: TLD-Center= 0.14 IN= U639 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2246 LB Dead Load: DL-Rxn-A= 1622 LB Total Load: TL-Rxn-A= 3869 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 1.47 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2246 LB Dead Load: DL-Rxn-B= 1622 LB Total Load: TL-Rxn-B= 3869 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.47 IN Beam Data: Center Span Length: L2= 7.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 95 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 147 PLF Point Load 1 Live Load: PL1-2= 4193 LB Dead Load: PD1-2= 2440 LB Location (From left end of span): X1-2= 3.75 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'= 2623 PSI Adjustment Factors: Cd=1.00 Cf=1.01 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 13473 FT-LB 3.75 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 3869 LB At left support of span 2(Center Span) Critical shear created by combiningall dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 61.64 N3 S= 73.83 N3 Area(Shear): Areq= 20.36 N2 A= 39.38 N2 Moment of Inertia(Deflection): Ireq= 195.11 N4 I= 415.28 N4 Roof Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:03-06-2006 : 11:09:44 AM Protect: CORDEIRO-Location: (4)6'VALLEY @ BEDROOM 1 Summary: 1.5 IN x 9.25 IN x 6.0 FT (Actual 6.9 FT) /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 167.2% Controlling Factor:Area/Depth Required 4.04 In 1 Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load:, LLD-Center= 0.01 IN =U6620 Total Load: TLD-Center= 0.02 IN= U3620 Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 206 LB Dead Load: DL-Rxn-A= 143 LB Total Load: TL-Rxn-A= 349 LB Bearing Length Required (Beam only,Support capacity not checked): BL-A= 0.44 IN Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 103 LB Dead Load: DL-Rxn-B= 76 LB Total Load: TL-Rxn-B= 179 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.23 IN Beam Data: Span: L= 6.0 FT Maximum Unbraced Span: Lu= 0.0 FT Beam End Elevation Diff.: EL= 3.5 FT Pitch Of Roof: RP= 10 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Roof Loading: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Rafter Length(HipNal'ley)-Side One: RL1= 4.2 FT Tributary Width Based on half span of rafters. Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Rafter Length (HipNalley)-Side Two: RL2= 4.2 FT Tributary Width Based on half span of rafters. Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 3 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladl= 6.95 FT Beam Triangular Live Load Adjusted for Slope: TRL= 66 PLF Beam Triangular Dead Load Adjusted for Slope: TRD= 50 PLF Beam Uniform Dead Load Adjusted for Slope: wD_adj= 3 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1107 PSI Adjustment Factors: Cd=1.15 Cf=1.10 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 376 FT-LB 3.473 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 279 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 4.07 N3 S= 21.39 N3 Area (Shear): Areq= 5.19 N2 A= 13.88 N2 Moment of Inertia(Deflection): Ireq= 5.47 N4 I= 98.93 N4 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: 03-06-2006: 11:10:06 AM Project: CORDEIRO-Location: (5)8.5'BM @ BEDROOM 1 Summary: 1.75 IN x 9.25 IN x 8.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 37.6% Controlling Factor: Moment of Inertia/Depth Required 8.32 In Deflections: Dead Load: DLD= 0.10 IN Live Load: LLD= 0.14 IN =L/712 Total Load: TLD= 0.25 IN.=U413 Reactions(Each End): Live Load: LL-Rxn= 1137 LB Dead Load: DL-Rxn= 825 LB Total Load: TL-Rxn= 1961 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.49 IN Beam Data: Span: L= 8.5 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: U 300 Roof 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= 1.5 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= 6.0 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= 4.25 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 225 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 146 PLF Floor Uniform Live Load: wL-floor= 43 PLF Floor Uniform Dead Load: wD-floor- 43 PLF Beam Self Weight: BSW= 5 PLF Combined Uniform Live Load: wL= 268 PLF Combined Uniform Dead Load: wD= 189 PLF Combined Uniform Total Load: wT= 462 PLF Controlling Total Design Load: wT-cont= 462 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= 4168 FT-LB 4.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1961 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 16.15 N3 S= 24.96 N3 Area(Shear): Areq= 8.98 N2 A= 16.19 N2 Moment of Inertia(Deflection): Ireg= 83.89 N4 I= 115.42 N4 L Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006 : 11:12:19 AM Project: CORDEIRO- Location: (7)2.5'BM. HDR. @ BEDROOM 2 Summary: (2) 1.75 IN x 7.25 IN x 3.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 38.9% Controlling Factor:Area/Depth Required 6.14 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.02 IN = U1839 Total Load: TLD-Center= 0.03 IN = U1143 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2137 LB Dead Load: DL-Rxn-A= 1333 LB Total Load: TL-Rxn-A= 3471 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 1.32 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2137 LB Dead Load: DL-Rxn-B= 1333 LB Total Load: TL-Rxn-B= 3471 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.32 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= 20 PLF Dead Load: wD-2= 60 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 88 PLF Point Load 1 Live Load: PL1-2= 4215 LB Dead Load: PD1-2= 2463 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 Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 5107 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= 3471 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= 22.01 N3 S= 30.66 N3 Area(Shear): Areq= 18.27 N2 A= 25.38 N2 Moment of Inertia(Deflection): Ireq= 29.17 N4 1= 111.15 N4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006 : 11:12:09 AM Project: CORDEIRO-Location: (6) 13.5'CLG. BM. @ BEDROOM 1 Summary: (3) 1.75 IN x 11.875 IN x 13.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 13.8% Controlling Factor: Moment of Inertia/Depth Required 11.37 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.17 IN Live Load: LLD-Center= 0.30 IN= U536 Total Load: TLD-Center= 0.47 IN =U341 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4215 LB Dead Load: DL-Rxn-A= 2463 LB Total Load: TL-Rxn-A= 6678 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.70 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 3480 LB Dead Load: DL-Rxn-B= 1929 LB Total Load: TL-Rxn-B= 5409 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.37 IN Beam Data: Center Span Length: L2= 13.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 13.5 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= 478 PLF Dead Load: wD-2= 239 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 737 PLF Point Load 1 Live Load: PL1-2= 103 LB Dead Load: PD1-2= 76 LB Location (From left end of span): X1-2= 2.75 FT Point Load 2 Live Load: PL2-2= 1137 LB Dead Load: PD2-2= 825 LB Location(From left end of span): X2-2= 2.75 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'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 • Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 19857 FT-LB 6.21 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= 6678 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= 91.52 N3 S= 123.39 N3 Area(Shear): Areq= 35.15 N2 A= 62.34 N2 Moment of Inertia (Deflection): Ireq= 643.60 N4 I= 732.62 N4 Combination Roof and Floor Beamf 99 BOCA National Building Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:03-06-2006: 11:10:07 AM Project: CORDEIRO-Location: (8)8.75'BM. @ REAR PORCH Summary: (3) 1.5 IN x 9.25 IN x 8.75 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 82.5% Controlling Factor:Area/Depth Required 5.86 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.05 IN =U2005 Total Load: TLD= 0.09 IN = U1182 Reactions(Each End): Live Load: LL-Rxn= 722 LB Dead Load: DL-Rxn= 502 LB Total Load: TL-Rxn= 1224 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.64 IN Beam Data: Span: L= 8.75 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= 3.75 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 0.5 FT Roof Duration Factor: Cd-roof= 1.15 Floor 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= 3.75 FT Floor Live Load-Side Two: FLL2= 40.0 PSF 1 Floor Dead Load-Side Two: FDL2= 15.0 PSF 1 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= 128 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 67 PLF Floor Uniform Live Load: wL-floor= 38 PLF Floor Uniform Dead Load: wD-floor= 38 PLF Beam Self Weight: BSW= 10 PLF Combined Uniform Live Load: wL= 165 PLF Combined Uniform Dead Load: wD= 105 PLF Combined Uniform Total Load: wT= 280 PLF Controlling Total Design Load: wT-cont= 280 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1273 PSI Adjustment Factors:Cd=1.15 Cf=1.10 Cr=1.15 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2678 FT-LB 4.375 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1224 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 25.25 N3 S= 64.17 N3 Area(Shear): Areq= 22.81 N2 A= 41.63 N2 Moment of Inertia(Deflection): Ireq= 75.30 N4 1= 296.79 N4 Uniformly Loaded Floor Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006 : 11:04:20 AM Project: CORDEIRO-Location: (9)6.75'CLG. BM. @ BEDROOM 1 ENTRY Summary: (2) 1.5 IN x 5.5 IN x 2.75 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:204.3% Controlling Factor:Area/Depth Required 1.92 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN =U12446 Total Load: TLD= 0.00 IN =U8117 Reactions(Each End): Live Load: LL-Rxn= 165 LB Dead Load: DL-Rxn= 88 LB Total Load: TL-Rxn= 253 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.20 IN Beam Data: Span: L= 2.75 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 20.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 6.0 FT Floor Live Load-Side Two: LL2= 0.0 PSF Floor Dead Load-Side Two: DL2= 0.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 120 PLF Beam Self Weight: BSW= 4 PLF Beam Total Dead Load: wD= 64 PLF Total Maximum Load: wT= 184 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1138 PSI Adjustment Factors: Cd=1.00 Cf=1.30 Fv': Fv'= 70 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 174 FT-LB 1.375 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 253 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 1.84 N3 S= 15.13 N3 Area(Shear): Areq= 5.42 N2 A= 16.50 N2 Moment of Inertia(Deflection): Ireq= 1.54 N4 1= 41.59 N4 Roof Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:03-06-2006 : 11:09:44 AM Project: CORDEIRO-Location: (9)5.5'VALLEY @ UPPER HALL Summary: 1.5 IN x 9.25 IN x 5.5 FT (Actual 6.4 FT) /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 59.6% Controlling Factor:Area/Depth Required 5.8 In Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.02 IN=U4613 Total Load: TLD-Center= 0.03 IN=U2567 Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 352 LB Dead Load: DL-Rxn-A= 237 LB Total Load: TL-Rxn-A= 590 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.73 IN Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 176 LB Dead Load: DL-Rxn-B= 123 LB Total Load: TL-Rxn-B= 299 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.37 IN Beam Data: Span: L= 5.5 FT Maximum Unbraced Span: Lu= 0.0 FT Beam End Elevation Diff.: EL= 3.25 FT Pitch Of Roof: RP= 10 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Rafter Length (HipNalley)-Side One: RL1= 3.9 FT Tributary Width Based on full span of rafters. Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Rafter Length(HipNalley)-Side Two: RL2= 3.9 FT Tributary Width Based on full span of rafters. Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 3 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 6.39 FT Beam Triangular Live Load Adjusted for Slope: TRL= 123 PLF Beam Triangular Dead Load Adjusted for Slope: TRD= 93 PLF Beam Uniform Dead Load Adjusted for Slope: wD_adj= 2 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1107 PSI Adjustment Factors:Cd=1.15 Cf=1.10 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 576 FT-LB 3.194 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 467 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 6.25 N3 S= 21.39 N3 Area (Shear): Areq= 8.69 N2 A= 13.88 N2 Moment of Inertia(Deflection): Ireq= 6.94 N4 1= 98.93 N4 L Multi-Span Roof Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 03-06-2006 : 11:12:40 AM Protect: CORDEIRO-Location: (10)7' RAFTER @ MASTER BATH. Summary: 1.5 IN x 9.25 IN x 7.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 90.9% Controlling Factor:Area/Depth Required 6.4 In Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center= 0.03 IN = U2698 Total Load: TLD-Center= 0.05 IN=U1571 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 227 LB Dead Load: DL-Rxn-A= 164 LB Total Load: TL-Rxn-A= 390 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.61 IN Center Span Right End Reactions(Support B): r Live Load: LL-Rxn-B= 227 LB Dead Load: DL-Rxn-B= 164 LB Total Load: TL-Rxn-B= 390 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.61 IN Beam Data: Center Span Length: L2= 7.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.0 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof: RP= 10 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Center Span Loading: Uniform Load: Roof Live Load: RLL-2= 30.0 PSF Roof Dead Load: RDL-2= 15.0 PSF Roof Tributary Width Side One: Trib-1-2= 0.66 FT Roof Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 3 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 40 PLF Total Dead Load(Adjusted for Roof Pitch): wD-2= 26 PLF Total Load: wT-2= 69 PLF Point Load Live Load: PL-2= 176 LB Dead Load: PD-2= 123 LB Location(From left end of span): X-2= 3.5 FT Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1107 PSI Adjustment Factors: Cd=1.15 Cf=1.10 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 944 FT-LB 3.5 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 390 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= 10.24 N3 S= 21.39 N3 Area (Shear): Areq= 7.27 N2 A= 13.88 N2 Moment of Inertia(Deflection): Ireq= 12.59 N4 1= 98.93 N4 Combination Roof and Floor Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:03-06-2006 : 11:09:53 AM Project: CORDEIRO-Location: (11)3'BM @ MASTER BED. HEADER Summary: (3) 1.75 IN x 9.25 IN x 10.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:81.7% Controlling Factor: Moment of Inertia/Depth Required 7.58 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= 0.14 IN=U888 Total Load: TLD= 0.22 IN=U545 Reactions(Each End): Live Load: LL-Rxn= 1975 LB Dead Load: DL-Rxn= 1244 LB Total Load: TL-Rxn= 3219 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.82 IN Beam Data: Span: L= 10.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof 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= 8.0 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two: RDL2= 0.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 20.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 7.75 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 240 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 156 PLF Floor Uniform Live Load: wL-floor= 155 PLF Floor Uniform Dead Load: wD-floor= 78 PLF Beam Self Weight: BSW= 15 PLF Combined Uniform Live Load: wL= 395 PLF Combined Uniform Dead Load: wD= 234 PLF Combined Uniform Total Load: wT= 644 PLF Controlling Total Design Load: wT-cont= 644 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= 8049 FT-LB 5.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 3219 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 31.18 N3 S= 74.87 N3 Area(Shear): Areq= 14.73 N2 A= 48.56 N2 Moment of Inertia(Deflection): Ireq= 190.59 N4 1= 346.26 N4 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: 03-06-2006 : 11:09:53 AM Project: CORDEIRO-Location: (12)8.5' BM. @ EXTERIOR BREEZEWAY Summary: (3) 1.5 IN x 9.25 IN x 8.5 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 132.5% Controlling Factor:Area/Depth Required 5.3 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.04 IN =U2887 Total Load: TLD= 0.06 IN=U1596 Reactions(Each End): Live Load: LL-Rxn= 531 LB Dead Load: DL-Rxn= 430 LB Total Load: TL-Rxn= 961 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.50 IN Beam Data: Span: L= 8.5 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof 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= 2.75 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 0.5 FT Roof Duration Factor: Cd-roof= 1.15 Floor 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= 2.75 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 98 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 63 PLF Floor Uniform Live Load: wL-floor= 28 PLF Floor Uniform Dead Load: wD-floor= 28 PLF Beam Self Weight: BSW= 10 PLF Combined Uniform Live Load: wL= 125 PLF Combined Uniform Dead Load: wD= 91 PLF Combined Uniform Total Load: wT= 226 PLF Controlling Total Design Load: wT-cont= 226 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1273 PSI Adjustment Factors: Cd=1.15 Cf=1.10 Cr=1.15 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2042 FT-LB 4.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 961 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 19.25 N3 S= 64.17 N3 Area(Shear): Areq= 17.90 N2 A= 41.63 N2 Moment of Inertia(Deflection): Ireq= 55.77 N4 1= 296.79 N4 Combination Roof and Floor Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006: 11:09:54 AM Project: CORDEIRO-Location: (13) 10.75'BM. @ SCREEN PORCH Summary: (3) 1.75 IN x 9.5 IN x 10.75 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 5.6% Controlling Factor: Moment of Inertia/Depth Required 9.33 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.16 IN Live Load: LLD= 0.25 IN = U519 Total Load: TLD= 0.41 IN= U317 Reactions(Each End): Live Load: LL-Rxn= 3171 LB Dead Load: DL-Rxn= 2022 LB Total Load: TL-Rxn= 5193 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.32 IN Beam Data: Span: L= 10.75 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= 14.0 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= 0.5 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 20.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 7.75 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Live Load Reduction: Average Uniform Live Load: LL_Ave= 20.0 PSF Floor Loaded Area: FLA= 83.3 SF Reduction Based On Total Area: R1= 0.00 Max. Red'n Based On DULL Ratio: R2= 0.00 Max. Red'n Based On Total Area: R3= 0.00 Controlling Reduction Factor: R= 0.00 Design Live Load With Reduction: LL= 20.0 PSF Beam Loads: Roof Uniform Live Load: wL-roof= 435 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 283 PLF Floor Uniform Live Load: wL-floor= 155 PLF Floor Uniform Dead Load: wD-floor= 78 PLF Beam Self Weight: BSW= 16 PLF Combined Uniform Live Load: wL= 590 PLF Combined Uniform Dead Load: wD= 361 PLF Combined Uniform Total Load: wT= 966 PLF Controlling Total Design Load: wT-cont= 966 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�erp= 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= 13957 FT-LB 5.375 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 5193 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 54.26 IN3 S= 78.97 IN3 Area(Shear): Areq= 23.77 IN2 A= 49.88 IN2 Page:2 Combination Roof and Floor Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 03-06-2006 : 11:09:54 AM Project: CORDEIRO-Location: (13) 10.75' BM. @ SCREEN PORCH Moment of Inertia(Deflection): Ireg= 355.30 IN4 I= 375.10 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: 03-06-2006: 11:10:15 AM Project: CORDEIRO-Location: (14) 11.5'BM. @ MSTR. BDRM. SITTING Summary: (3) 1.75 IN x 9.5 IN x 11.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:24.0% Controlling Factor: Moment of Inertia/Depth Required 8.84 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.12 IN Live Load: LLD-Center= 0.25 IN =U558 Total Load: TLD-Center= 0.37 IN = U372 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2578 LB Dead Load: DL-Rxn-A= 1287 LB Total Load: TL-Rxn-A= 3865 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.98 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2578 LB Dead Load: DL-Rxn-B= 1287 LB Total Load: TL-Rxn-B= 3865 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.98 IN Beam Data: Center Span Length: L2= 11.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 448 PLF Dead Load: wD-2= 208 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT-2= 672 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 Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 11112 FT-LB 5.75 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 3865 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= 49.68 N3 S= 78.97 N3 Area(Shear): Areq= 20.34 N2 A= 49.88 N2 Moment of Inertia(Deflection): Ireq= 302.61 N4 1= 375.10 N4 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006: 11:10:16 AM Project: CORDEIRO-Location: (15)7' BM. @ FRONT PORCH Summary: (2) 1.75 IN x 7.25 IN x 7.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:67.9% Controlling Factor: Moment of Inertia/Depth Required 6.1 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.09 IN Live Load: LLD-Center= 0.07 IN=U1121 Total Load: TLD-Center= 0.17 IN=U504 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1025 LB Dead Load: DL-Rxn-A= 1256 LB Total Load: TL-Rxn-A= 2282 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.87 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1025 LB Dead Load: DL-Rxn-B= 1256 LB Total Load: TL-Rxn-B= 2282 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.87 IN Beam Data: Center Span Length: L2= 7.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced(Length-Bottom of Beam: Lu2-Bottom= 7.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 293 PLF Dead Load: wD-2= 351 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 652 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'= 2785 PSI Adjustment Factors: Cd=1.00 Cf=1.07 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3993 FT-LB 3.5 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2282 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= 17.21 N3 S= 30.66 N3 Area(Shear): Areq= 12.01 N2 A= 25.38 N2 Moment of Inertia(Deflection): Ireq= 66.19 N4 1= 111.15 N4 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:03-06-2006 : 11:10:16 AM Project: CORDEIRO-Location: (16)6' BM. @ FRONT PORCH CLG. Summary: 1.75 IN x 9.5 IN x 6.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 123.5% Controlling Factor:Area/Depth Required 5.91 In Center Span Deflections: Dead Load: DLD-Center= 0.03 IN Live Load: LLD-Center= 0.03 IN = U2222 Total Load: TLD-Center= 0.06 IN=U1245 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 792 LB Dead Load: DL-Rxn-A= 622 LB Total Load: TL-Rxn-A= 1414 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.08 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 792 LB Dead Load: DL-Rxn-B= 622 LB Total Load: TL-Rxn-B= 1414 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.08 IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Length-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= 264 PLF Dead Load: wD-2= 202 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 471 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 Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2120 FT-LB 3.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 1414 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 N3 S= 26.32 N3 Area(Shear): Areq= 7.44 N2 A= 16.63 N2 Moment of Inertia(Deflection): Ireq= 30.13 N4 1= 125.03 N4 I � Multi-Loaded Beam'.99 BOCA National Building Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006 : 11:10:26 AM Project: CORDEIRO-Location: (17)7' BM. @ FRONT PORCH Summary: (2) 1.75 IN x 7.25 IN x 7.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:62.4% Controlling Factor: Section Modulus/Depth Required 6.07 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.08 IN Live Load: LLD-Center= 0.08 IN= U1017 Total Load: TLD-Center= 0.16 IN=U512 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 854 LB Dead Load: DL-Rxn-A= 896 LB Total Load: TL-Rxn-A= 1750 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= 967 LB Dead Load: DL-Rxn-B= 985 LB Total Load: TL-Rxn-B= 1952 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.74 IN Beam Data: Center Span Length: L2= 7.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 147 PLF Dead Load: wD-2= 172 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 327 PLF Point Load 1 Live Load: PL1-2= 792 LB Dead Load: PD1-2= 622 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'= 2785 PSI Adjustment Factors: Cd=1.00 Cf=1.07 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 4381 FT-LB 3.99 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= 1952 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= 18.88 N3 S= 30.66 N3 Area(Shear): Areq= 10.28 N2 A= 25.38 N2 Moment of Inertia(Deflection): Ireq= 65.09 N4 1= 111.15 N4 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006: 11:10:26 AM Project: CORDEIRO-Location: (18)3'BM. @ DINING WINDOW HDR. Summary: (3) 1.75 IN x 7.25 IN x 6.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 15.1% Controlling Factor: Section Modulus/Depth Required 6.76 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.06 IN Live Load: LLD-Center= 0.09 IN = U793 Total Load: TLD-Center= 0.15 IN= U476 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2870 LB Dead Load: DL-Rxn-A= 1924 LB Total Load: TL-Rxn-A= 4794 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.22 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1465 LB Dead Load: DL-Rxn-B= 1103 LB Total Load: TL-Rxn-B= 2568 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.65 IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Length-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= 20 PLF Dead Load: wD-2= 82 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 114 PLF Point Load 1 Live Load: PL1-2= 4215 LB Dead Load: PD1-2= 2463 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): 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= 9275 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= 4794 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= 39.97 N3 S= 45.99 N3 Area(Shear): Areq= 25.23 N2 A= 38.06 N2 Moment of Inertia(Deflection): Ireq= 105.15 N4 1= 166.72 N4 1 Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 03-06-2006: 11:10:26 AM Project: CORDEIRO-Location: (19) 16.5'CLG. BM. @ DINING Summary: (2) 1.75 IN x 9.5 IN x 16.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 35.5% Controlling Factor: Moment of Inertia/Depth Required 8.58 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.16 IN Live Load: LLD-Center= 0.25 IN=U805 Total Load: TLD-Center= 0.41 IN=U488 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1481 LB Dead Load: DL-Rxn-A= 1356 LB Total Load: TL-Rxn-A= 2836 LB Bearing Length Required(Beam only,Support capacity not checked): BL-A= 1.08 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 481 LB Dead Load: DL-Rxn-B= 270 LB Total Load: TL-Rxn-B= 752 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.29 IN Beam Data: Center Span Length: L2= 16.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 16.5 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= 50 PLF Dead Load: wD-2= 13 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 74 PLF Point Load 1 Live Load: PL1-2= 1137 LB Dead Load: PD1-2= 1235 LB Location (From left end of span): X1-2= 1.0 FT 1 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 Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3834 FT-LB 6.27 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= 2836 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= 17.14 N3 S= 52.65 N3 Area(Shear): Areq= 14.93 N2 A= 33.25 N2 Moment of Inertia(Deflection): Ireq= 184.55 N4 I= 250.07 N4 I Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:03-06-2006 : 11:10:33 AM Project: CORDEIRO-Location: (20)3'BM. @ DINING RM. HDR. Summary: (3) 1.75 IN x 5.5 IN x 3.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:92.6% Controlling Factor:Area/Depth Required 3.08 In Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.01 IN=U3260 Total Load: TLD-Center= 0.02 IN=U1783 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1545 LB Dead Load: DL-Rxn-A= 1303 LB Total Load: TL-Rxn-A= 2848 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.72 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 804 LB Dead Load: DL-Rxn-B= 625 LB Total Load: TL-Rxn-B= 1430 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.36 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 1 Center Span Loading: 1 Uniform Load: Live Load: wL-2= 289 PLF Dead Load: wD-2= 182 PLF Beam Self Weight: BSW= 9 PLF Total Load: wT-2= 480 PLF Point Load 1 Live Load: PL1-2= 1481 LB Dead Load: PD1-2= 1356 LB Location(From left end of span): X1-2= 0.75 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'= 2891 PSI Adjustment Factors: Cd=1.00 Cf=1.11 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2001 FT-LB 0.75 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2848 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= 8.31 N3 S= 26.47 N3 Area(Shear): Areq= 14.99 N2 A= 28.88 N2 Moment of Inertia(Deflection): Ireq= 12.24 N4 1= 72.79 N4 Multi-Span Floor Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:03-06-2006 : 11:12:25 AM Protect: CORDEIRO-Location: (21)2.75' BM. @ DINING/PANTRY HDR. Summary: (2) 1.5 IN x 11.25 IN x 2.75 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 12.8% Controlling Factor:Area/Depth Required 9.97 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.00 IN=U22558 Total Load: TLD-Center= 0.00 IN= U16031 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 971 LB Dead Load: DL-Rxn-A= 425 LB Total Load: TL-Rxn-A= 1396 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= 665 LB Dead Load: DL-Rxn-B= 253 LB Total Load: • TL-Rxn-B= 918 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.72 IN Beam Data: Center Span Length: L2= 2.75 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 2.75 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= 8.25 FT Floor Tributary Width Side Two: Trib-2-2= 5.75 FT Beam Self Weight: BSW= 8 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 420 PLF Total Dead Load: wD-2= 140 PLF Total Load: wT-2= 568 PLF Point Load Live Load: PL-2= 481 LB Dead Load: PD-2= 270 LB Location(From left end of span): X-2= 0.5 FT Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 875 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 741 FT-LB 1.128 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= 1396 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= 10.17 N3 S= 63.28 N3 Area(Shear): Areq= 29.91 N2 A= 33.75 N2 Moment of Inertia(Deflection): Ireq= 6.66 N4 1= 355.96 N4 Uniformly Loaded Floor Beam'.99 BOCA National Building Code (97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006 :5:53:10 PM Project: CORDEIRO- Location: (22)5.5' BM. FOYER HDR. Summary: (3) 1.5 IN x 7.25 IN x 5.5 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 18.3% Controlling Factor:Area/Depth Required 6.13 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.03 IN = U2086 Total Load: TLD= 0.05 IN = L/1371 Reactions(Each End): Live Load: LL-Rxn= 846 LB Dead Load: DL-Rxn= 441 LB Total Load: TL-Rxn= 1287 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.67 IN Beam Data: Span: L= 5.5 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 300 Floor Loading: Floor Live Load-Side One: LL1= 30.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 3.5 FT Floor Live Load-Side Two: LL2= 30.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 6.75 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 50 PLF Beam Loading: Beam Total Live Load: wL= 308 PLF Beam Self Weight: BSW= 8 PLF Beam Total Dead Load: wD= 160 PLF Total Maximum Load: wT= 468 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: - E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1208 PSI Adjustment Factors:Cd=1.00 Cf=1.20 Cr=1.15 Fv': Fv'= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1769 FT-LB 2.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1287 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 17.58 N3 = Area(Shear): S Areq= 27.57 N2 A= 32.63 N2 Moment of Inertia(Deflection): Ireq= 39.42 N3 31.27 N4 1= 142.90 N4 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:03-06-2006 : 11:10:33 AM Project: CORDEIRO-Location: (23)6'BM. @ FOYER/LOWER HALL Summary: (2) 1.75 IN x 5.5 IN x 6.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 14.4% Controlling Factor: Moment of Inertia/Depth Required 5.26 In Center Span Deflections: Dead Load: DLD-Center= 0.07 IN Live Load: LLD-Center= 0.14 IN=U517 Total Load: TLD-Center= 0.21 IN= U343 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1320 LB Dead Load: DL-Rxn-A= 671 LB Total Load: TL-Rxn-A= 1991 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.76 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1320 LB Dead Load: DL-Rxn-B= 671 LB Total Load: TL-Rxn-B= 1991 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.76 IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Length-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= 440 PLF Dead Load: wD-2= 218 PLF Beam Self Weight: BSW= 6 PLF Total Load: wT-2= 664 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'= 2891 PSI Adjustment Factors: Cd=1.00 Cf=1.11 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2986 FT-LB 3.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 1991 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= 12.39 N3 S= 17.65 N3 Area(Shear): Areq= 10.48 N2 A= 19.25 N2 Moment of Inertia (Deflection): Ireq= 42.42 N4 1= 48.53 N4 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:03-06-2006 : 11:10:37 AM Protect: CORDEIRO-Location: (24) 11 BM. @ KITCHEN/FAMILY Summary: (3) 1.75 IN x 11.25 IN x 11.0 FT /1.9E Microilam-Trus Joist-MacMillan Section Adequate By:33.1% Controlling Factor: Moment of Inertia/Depth Required 10.23 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.13 IN Live Load: LLD-Center= 0.20 IN =U654 Total Load: TLD-Center= 0.33 IN =U399 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4509 LB Dead Load: DL-Rxn-A= 2867 LB Total Load: TL-Rxn-A= 7375 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.87 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4149 LB Dead Load: DL-Rxn-B= 2645 LB Total Load: TL-Rxn-B= 6795 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.73 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= 428 PLF Dead Load: wD-2= 261 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT-2= 707 PLF Point Load 1 Live Load: PL1-2= 1975 LB Dead Load: PD1-2= 1219 LB Location(From left end of span): X1-2= 1.5 FT Point Load 2 Live Load: PL2-2= 1975 LB Dead Load: PD2-2= 1219 LB Location(From left end of span): X2-2= 8.5 FT Properties For: 1.9E Microilam-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'= 2623 PSI Adjustment Factors: Cd=1.00 Cf=1.01 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 17148 FT-LB 5.94 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= 7375 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= 78.45 N3 S= 110.74 N3 Area(Shear): Areq= 38.82 N2 A= 59.06 N2 Moment of Inertia(Deflection): Ireq= 467.95 N4 1= 622.92 N4 Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006 : 11:10:38 AM Project: CORDEIRO-Location: (25) 16'BM. @ FAMILY RM. CLG. Summary: A36 W8x21 x 16.25 FT Section Adequate By:6.9% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.24 IN Live Load: LLD-Center= 0.37 IN = U529 Total Load: TLD-Center= 0.61 IN = U321 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5432 LB Dead Load: DL-Rxn-A= 3478 LB Total Load: TL-Rxn-A= 8909 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= 3543 LB Dead Load: DL-Rxn-B= 2330 LB Total Load: TL-Rxn-B= 5873 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.81 IN Beam Data: Center Span Length: L2= 16.25 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 16.25 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 13 PLF Beam Self Weight: BSW= 21 PLF Total Load: wT-2= 74 PLF Point Load 1 Live Load: PL1-2= 1975 LB Dead Load: PD1-2= 1219 LB Location (From left end of span): X1-2= 1.0 FT Point Load 2 Live Load: PL2-2= 1975 LB Dead Load: PD2-2= 1219 LB Location(From left end of span): X2-2= 4.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 350 PLF Left Dead Load: TRD-Left-1-2= 225 PLF Right Live Load: TRL-Right-1-2= 350 PLF Right Dead Load: TRD-Right-1-2= 225 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 1.0 FT Load Length: C-1-2= 1.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 350 PLF Left Dead Load: TRD-Left-2-2= 225 PLF Right Live Load: TRL-Right-2-2= 350 PLF Right Dead Load: TRD-Right-2-2= 225 PLF Load Start: A-2-2= 4.5 FT Load End: B-2-2= 16.0 FT Load Length: C-2-2= 11.5 FT Properties for:W8x21/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.28 N Web Thickness: tw= 0.25 N Flange Width: bf= 5.27 N Flange Thickness: tf= 0.40 N Distance to Web Toe of Fillet: k= 0.81 N Moment of Inertia About X-X Axis: lx= 75.30 N4 Section Modulus About X-X Axis: Sx= 18.20 N3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.41 N 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 Page:2 Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:03-06-2006 : 11:10:38 AM Project: CORDEIRO-Location: (25) 16'BM. @ FAMILY RM. CLG. Design Requirements Comparison: Controlling Moment: M= 27863 FT-LB 6.988 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr— 36036 FT-LB Controlling Shear: V= 8909 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= 29808 LB Moment of Inertia(Deflection): lreq= 70.46 IN4 I= 75.30 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:03-06-2006 : 11:10:39 AM Project: CORDEIRO-Location: (26)3.75'BM. @ DOOR HEADER Summary: (3) 1.75 IN x 11.25 IN x 3.75 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:22.9% Controlling Factor:Area/Depth Required 9.16 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.00 IN =U16573 Total Load: TLD-Center= 0.00 IN = U9649 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5504 LB Dead Load: DL-Rxn-A= 3629 LB Total Load: TL-Rxn-A= 9133 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 2.32 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 844 LB Dead Load: DL-Rxn-B= 647 LB Total Load: TL-Rxn-B= 1491 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.38 IN Beam Data: Center Span Length: L2= 3.75 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 3.75 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 259 PLF Dead Load: wD-2= 204 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT-2= 482 PLF Point Load 1 Live Load: PL1-2= 5377 LB Dead Load: PD1-2= 3441 LB Location(From left end of span): X1-2= 0.25 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'= 2623 PSI Adjustment Factors:Cd=1.00 Cf=1.01 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2308 FT-LB 0.637 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= 9133 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= 10.56 N3 S= 110.74 N3 Area(Shear): Areq= 48.07 N2 A= 59.06 N2 Moment of Inertia(Deflection): Ireq= 19.37 N4 1= 622.92 N4 Multi-Loaded Beami 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:03-06-2006 : 11:10:44 AM Protect: CORDEIRO-Location: (27)7' BM. @ STAIRWAY Summary: 1.75 IN x 9.5 IN x 7.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 94.0% Controlling Factor:Area/Depth Required 6.87 In Center Span Deflections: Dead Load: DLD-Center= 0.04 IN Live Load: LLD-Center= 0.06 IN= U1319 Total Load: TLD-Center= 0.11 IN= L/794 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 980 LB Dead Load: DL-Rxn-A= 648 LB Total Load: TL-Rxn-A= 1628 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 1.24 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 980 LB Dead Load: DL-Rxn-B= 648 LB Total Load: TL-Rxn-B= 1628 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.24 IN Beam Data: Center Span Length: L2= 7.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 280 PLF Dead Load: wD-2= 180 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 465 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 Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2849 FT-LB 3.5 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 1628 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= 12.74 N3 S= 26.32 N3 Area(Shear): Areq= 8.57 N2 A= 16.63 N2 Moment of Inertia(Deflection): Ireq= 47.23 N4 1= 125.03 N4 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 03-06-2006 : 11:10:45 AM Project: CORDEIRO-Location: (29)9.5' BM. @ STAIRWAY/FAMILY Summary: (2) 1.75 IN x 14.0 IN x 9.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 19.7% Controlling Factor:Area/Depth Required 11.69 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= 0.09 IN =U1283 Total Load: TLD-Center= 0.14 IN=L/826 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2473 LB Dead Load: DL-Rxn-A= 1199 LB Total Load: TL-Rxn-A= 3672 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.40 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4838 LB Dead Load: DL-Rxn-B= 2939 LB Total Load: TL-Rxn-B= 7776 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 2.96 IN Beam Data: Center Span Length: L2= 9.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 9.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 233 PLF Dead Load: wD-2= 78 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 325 PLF Point Load 1 Live Load: PL1-2= 674 LB Dead Load: PD1-2= 418 LB Location(From left end of span): X1-2= 7.0 FT Point Load 2 Live Load: PL2-2= 3588 LB Dead Load: PD2-2= 2558 LB Location (From left end of span): X2-2= 7.75 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 120 PLF Left Dead Load: TRD-Left-1-2= 40 PLF Right Live Load: TRL-Right-1-2= 120 PLF Right Dead Load: TRD-Right-1-2= 40 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: 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: Fcperp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2546 PSI Adjustment Factors: Cd=1.00 Cf=0.98 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 13796 FT-LB 6.935 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= 7776 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= 65.02 N3 S= 114.33 N3 Area(Shear): Areq= 40.93 N2 A= 49.00 N2 Moment of Inertia(Deflection): Ireq= 290.58 N4 1= 800.33 N4 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 03-06-2006: 11:10:51 AM Protect: CORDEIRO-Location: (30)6'BM. @ FAMILY Summary: (2) 1.75 IN x 7.25 IN x 6.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:23.4% Controlling Factor: Section Modulus/Depth Required 6.73 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.08 IN Live Load: LLD-Center= 0.13 IN =U612 Total Load: TLD-Center= 0.21 IN =U376 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2177 LB Dead Load: DL-Rxn-A= 1370 LB Total Load: TL-Rxn-A= 3548 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.35 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2177 LB Dead Load: DL-Rxn-B= 1370 LB Total Load: TL-Rxn-B= 3548 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.35 IN Beam Data: Center Span Length: L2= 6.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 670 PLF Dead Load: wD-2= 414 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 1092 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'= 2785 PSI Adjustment Factors: Cd=1.00 Cf=1.07 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 5765 FT-LB 3.25 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 3548 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= 24.85 N3 S= 30.66 N3 Area(Shear): Areq= 18.67 N2 A= 25.38 N2 Moment of Inertia(Deflection): Ireq= 88.74 N4 1= 111.15 N4 Multi-Loaded Beamf 99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:03-06-2006: 11:10:52 AM Project: CORDEIRO-Location: (31)6.5'BM. @ FAMILY Summary: (2) 1.75 IN x 7.25 IN x 6.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 81.5% Controlling Factor: Section Modulus/Depth Required 5.91 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= 0.08 IN=U962 Total Load: TLD-Center= 0.14 IN=U553 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1386 LB Dead Load: DL-Rxn-A= 1026 LB Total Load: TL-Rxn-A= 2412 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.92 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1386 LB Dead Load: DL-Rxn-B= 1026 LB Total Load: TL-Rxn-B= 2412 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.92 IN Beam Data: Center Span Length: L2= 6.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 426 PLF Dead Load: wD-2= 308 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 742 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'= 2785 PSI Adjustment Factors: Cd=1.00 Cf=1.07 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3919 FT-LB 3.25 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2412 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= 16.89 N3 S= 30.66 N3 Area(Shear): Areq= 12.69 N2 A= 25.38 N2 Moment of Inertia(Deflection): Ireq= 60.32 N4 I= 111.15 N4 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:03-06-2006: 11:10:52 AM Project: CORDEIRO-Location: (32)3'BM. @ KITHCEN/HALL Summary: (2) 1.5 IN x 9.25 IN x 3.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 17.2% Controlling Factor:Area/Depth Required 7.89 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.00 IN=U10985 Total Load: TLD-Center= 0.00 IN=L/7430 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 747 LB Dead Load: DL-Rxn-A= 358 LB Total Load: TL-Rxn-A= 1105 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.87 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 747 LB Dead Load: DL-Rxn-B= 358 LB Total Load: TL-Rxn-B= 1105 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.87 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= 498 PLF Dead Load: wD-2= 232 PLF Beam Self Weight: BSW= 7 PLF Total Load: wT-2= 737 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb' (Tension): Fb'= 963 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Fv': Fv'= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 829 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= 1105 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= 10.33 N3 S= 42.78 N3 Area(Shear): Areq= 23.67 N2 A= 27.75 N2 Moment of Inertia(Deflection): Ireq= 7.99 N4 I= 197.86 N4 Multi-Loaded Beard*99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006 : 11:11:10 AM Project: CORDEIRO-Location: (33)3' BM. @ SCREEN PORCH Summary: (3) 1.5 IN x 5.5 IN x 3.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 25.0% Controlling Factor:Area/Depth Required 4.4 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.01 IN =U3772 Total Load: TLD-Center= 0.01 IN = U2801 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 686 LB Dead Load: DL-Rxn-A= 238 LB Total Load: TL-Rxn-A= 924 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.48 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 686 LB Dead Load: DL-Rxn-B= 238 LB Total Load: TL-Rxn-B= 924 LB Bearing Length Required (Beam only,Support capacity not checked): BL-B= 0.48 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= 458 PLF Dead Load: wD-2= 153 PLF Beam Self Weight: BSW= 6 PLF Total Load: wT-2= 616 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fcperp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1308 PSI Adjustment Factors: Cd=1.00 Cf=1.30 Cr=1.15 Fv': Fv'= 70 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 693 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= 924 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= 6.36 N3 S= 22.69 N3 Area(Shear): Areq= 19.80 N2 A= 24.75 N2 Moment of Inertia(Deflection): Ireq= 6.68 N4 I= 62.39 N4 L Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:03-06-2006 : 11:11:10 AM Project: CORDEIRO-Location: (34)6.5' BM. @ GST. BDRM. Summary: (3) 1.75 IN x 7.25 IN x 6.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:82.6% Controlling Factor: Section Modulus/Depth Required 5.9 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= 0.09 IN =U876 Total Load: TLD-Center= 0.14 IN =U556 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2283 LB Dead Load: DL-Rxn-A= 1314 LB Total Load: TL-Rxn-A= 3597 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.91 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2283 LB Dead Load: DL-Rxn-B= 1314 LB Total Load: TL-Rxn-B= 3597 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.91 IN Beam Data: Center Span Length: L2= 6.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 703 PLF Dead Load: wD-2= 393 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 1107 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'= 2785 PSI Adjustment Factors:Cd=1.00 Cf=1.07 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 5846 FT-LB 3.25 Ft from left support of span 2(Center Span) 1 Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 3597 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= 25.19 N3 S= 45.99 N3 Area(Shear): Areq= 18.93 N2 A= 38.06 N2 Moment of Inertia(Deflection): Ireq= 89.98 N4 1= 166.72 N4 Uniformly Loaded Floor Beam'.99 BOCA National Building Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006: 11:04:09 AM Project: CORDEIRO-Location: (35)5.5' BM. @ GST. BDRM. Summary: (2) 1.5 IN x 11.25 IN x 5.5 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 19.8% Controlling Factor:Area/Depth Required 9.39 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= 0.01 IN =U4533 Total Load: TLD= 0.02 IN=U3341 Reactions(Each End): Live Load: LL-Rxn= 969 LB Dead Load: DL-Rxn= 346 LB Total Load: TL-Rxn= 1315 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.03 IN Beam Data: Span: L= 5.5 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 30.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 6.75 FT Floor Live Load-Side Two: LL2= 30.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 5.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 353 PLF Beam Self Weight: BSW= 8 PLF Beam Total Dead Load: wD= 126 PLF Total Maximum Load: wT= 478 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 875 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1808 FT-LB 2.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1315 LB 1 At support. Critical shear created by combining all dead and live loads. j Comparisons With Required Sections: Section Modulus(Moment): Sreq= 24.80 N3 S= 63.28 N3 Area(Shear): Areq= 28.18 N2 A= 33.75 N2 Moment of Inertia(Deflection): Ireq= 31.96 N4 1= 355.96 N4 L Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006: 11:11:11 AM Project: CORDEIRO-Location: (36)3'BM. @ STUDY/FRONT PORCH Summary: (3) 1.5 IN x 9.25 IN x 3.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:4.7% Controlling Factor:Area/Depth Required 8.84 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.00 IN=U11427 Total Load: TLD-Center= 0.01 IN =U6544 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 799 LB Dead Load: DL-Rxn-A= 585 LB Total Load: TL-Rxn-A= 1385 LB Bearing Length Required(Beam only,Support capacity not checked): BL-A= 0.72 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1063 LB Dead Load: DL-Rxn-B= 793 LB Total Load: TL-Rxn-B= 1856 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.97 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= 357 PLF Dead Load: wD-2= 242 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 609 PLF Point Load 1 Live Load: PL1-2= 792 LB Dead Load: PD1-2= 622 LB Location(From left end of span): X1-2= 2.0 FT Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1107 PSI Adjustment Factors:Cd=1.00 Cf=1.10 Cr=1.15 Fv': Fv'= 70 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 1548 FT-LB 1.98 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 1856 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= 16.78 N3 S= 64.17 N3 Area(Shear): Areq= 39.77 N2 A= 41.63 N2 Moment of Inertia(Deflection): Ireq= 13.61 N4 1= 296.79 N4 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006: 11:11:22 AM Project: CORDEIRO-Location: (37) 11.25'BM. @ MUD RM./LOWER HALL Summary: (2) 1.75 IN x 9.5 IN x 11.25 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:66.4% Controlling Factor: Moment of Inertia/Depth Required 8.02 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.13 IN Live Load: LLD-Center= 0.14 IN=U938 Total Load: TLD-Center= 0.27 IN=U499 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1022 LB Dead Load: DL-Rxn-A= 915 LB Total Load: TL-Rxn-A= 1937 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.74 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 812 LB Dead Load: DL-Rxn-B= 810 LB Total Load: TL-Rxn-B= 1622 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.62 IN Beam Data: Center Span Length: L2= 11.25 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.25 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 93 PLF Dead Load: wD-2= 108 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 211 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 210 PLF Left Dead Load: TRD-Left-1-2= 105 PLF Right Live Load: TRL-Right-1-2= 210 PLF Right Dead Load: TRD-Right-1-2= 105 PLF Load Start: A-1-2= 2.25 FT Load End: B-1-2= 6.0 FT Load Length: C-1-2= 3.75 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'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 5852 FT-LB 5.063 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= 1937 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= 26.17 N3 S= 52.65 N3 Area(Shear): Areq= 10.20 N2 A= 33.25 N2 Moment of Inertia(Deflection): Ireq= 150.24 N4 1= 250.07 N4 Multi-Loaded Beami AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:03-06-2006 : 11:11:23 AM Protect: CORDEIRO-Location: (39) 15.25'GIR. @ KITCH/LOWER HALL Summary: A36 W 10x26 x 15.25 FT Section Adequate By: 7.0% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center= 0.18 IN Live Load: LLD-Center= 0.34 IN=U542 Total Load: TLD-Center= 0.51 IN=U356 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 8592 LB Dead Load: DL-Rxn-A= 4727 LB Total Load: TL-Rxn-A= 13319 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= 9279 LB Dead Load: DL-Rxn-B= 4765 LB Total Load: TL-Rxn-B= 14044 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.88 IN Beam Data: Center Span Length: L2= 15.25 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.25 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 470 PLF Dead Load: wD-2= 236 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT-2= 732 PLF Point Load 1 Live Load: PL1-2= 640 LB Dead Load: PD1-2= 685 LB Location(From left end of span): X1-2= 1.5 FT 1 Point Load 2 Live Load: PL2-2= 747 LB Dead Load: PD2-2= 358 LB Location(From left end of span): X2-2= 2.0 FT Point Load 3 Live Load: PL3-2= 747 LB Dead Load: PD3-2= 358 LB Location(From left end of span): X3-2= 5.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 285 PLF Left Dead Load: TRD-Left-1-2= 143 PLF Right Live Load: TRL-Right-1-2= 285 PLF Right Dead Load: TRD-Right-1-2= 143 PLF Load Start: A-1-2= 6.25 FT Load End: B-1-2= 15.25 FT Load Length: C-1-2= 9.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 511 PLF Left Dead Load: TRD-Left-2-2= 239 PLF Right Live Load: TRL-Right-2-2= 511 PLF Right Dead Load: TRD-Right-2-2= 239 PLF Load Start: A-2-2= 0.0 FT Load End: B-2-2= 2.0 FT Load Length: C-2-2= 2.0 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 511 PLF Left Dead Load: TRD-Left-3-2= 239 PLF Right Live Load: TRL-Right-3-2= 511 PLF Right Dead Load: TRD-Right-3-2= 239 PLF Load Start: A-3-2= 5.5 FT Load End: B-3-2= 15.25 FT Load Length: C-3-2= 9.75 FT Properties for:W10x26/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.33 N Web Thickness: tw= 0.26 N Flange Width: bf= 5.77 N Flange Thickness: tf= 0.44 N Distance to Web Toe of Fillet: k= 0.88 N Moment of Inertia About X-X Axis: lx= 144.00 N4 Section Modulus About X-X Axis: Sx= 27.90 N3 J Page:2 Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006: 11:11:23 AM Project: CORDEIRO-Location: (39) 15.25'GIR. KITCH/LOWER HALL 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= 51630 FT-LB 7.93 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 55242 FT-LB Controlling Shear: V= 14044 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= 38676 LB Moment of Inertia(Deflection): Ireq= 121.21 IN4 I= 144.00 IN4 Multi-Loaded Beami AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006 : 11:11:23 AM Project: CORDEIRO-Location: (39*) 13'GIR. @ KITCH/LOWER HALL Summary: A36 W10x22 x 13.0 FT Section Adequate By: 19.7% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center= 0.11 IN Live Load: LLD-Center= 0.22 IN =U695 Total Load: TLD-Center= 0.34 IN = U461 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 6371 LB Dead Load: DL-Rxn-A= 3265 LB Total Load: TL-Rxn-A= 9636 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= 8033 LB Dead Load: DL-Rxn-B= 4064 LB Total Load: TL-Rxn-B= 12097 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.75 IN Beam Data: Center Span Length: L2= 13.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 13.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 470 PLF Dead Load: wD-2= 236 PLF Beam Self Weight: BSW= 22 PLF Total Load: wT-2= 728 PLF Point Load 3 Live Load: PL3-2= 747 LB Dead Load: PD3-2= 358 LB Location (From left end of span): X3-2= 3.25 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 285 PLF Left Dead Load: TRD-Left-1-2= 143 PLF Right Live Load: TRL-Right-1-2= 285 PLF Right Dead Load: TRD-Right-1-2= 143 PLF Load Start: A-1-2= 4.0 FT Load End: B-1-2= 13.0 FT Load Length: C-1-2= 9.0 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 511 PLF Left Dead Load: TRD-Left-3-2= 239 PLF Right Live Load: TRL-Right-3-2= 511 PLF Right Dead Load: TRD-Right-3-2= 239 PLF Load Start: A-3-2= 3.25 FT Load End: B-3-2= 13.0 FT Load Length: C-3-2= 9.75 FT Properties for:W10x22/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.17 N Web Thickness: tw= 0.24 N Flange Width: bf= 5.75 N Flange Thickness: tf= 0.36 N Distance to Web Toe of Fillet: k= 0.75 N Moment of Inertia About X-X Axis: Ix= 118.00 N4 Section Modulus About X-X Axis: Sx= 23.20 N3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.52 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.99 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 42.38 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.07 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 39.38 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= 38389 FT-LB 6.63 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Page: 2 Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006: 11:11:24 AM Project: CORDEIRO-Location: (39*) 13'GIR. @ KITCH/LOWER HALL Nominal Moment Strength: Mr= 45936 FT-LB Controlling Shear: V= 12097 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= 35148 LB Moment of Inertia(Deflection): Ireq= 76.72 IN4 1= 118.00 IN4 Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006 : 11:11:30 AM Project: CORDEIRO-Location: (39**) 15.25'GIR. @ KITCH/LOWER HALL Summary: A36 W10x26 x 2.0 FT Section Adequate By: 1462.2% Controlling Factor: Shear Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.00 IN=U208672 Total Load: TLD-Center= 0.00 IN=U125730 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1141 LB Dead Load: DL-Rxn-A= 672 LB Total Load: TL-Rxn-A= 1813 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= 1461 LB Dead Load: DL-Rxn-B= 1015 LB Total Load: TL-Rxn-B= 2476 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.88 IN Beam Data: Center Span Length: L2= 2.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 2.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 470 PLF Dead Load: wD-2= 236 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT-2= 732 PLF Point Load 1 Live Load: PL1-2= 640 LB Dead Load: PD1-2= 685 LB Location (From left end of span): X1-2= 1.5 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 511 PLF Left Dead Load: TRD-Left-2-2= 239 PLF Right Live Load: TRL-Right-2-2= 511 PLF Right Dead Load: TRD-Right-2-2= 239 PLF Load Start: A-2-2= 0.0 FT Load End: B-2-2= 2.0 FT Load Length: C-2-2= 2.0 FT Properties for:W10x26/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.33 N Web Thickness: tw= 0.26 N Flange Width: bf= 5.77 N Flange Thickness: tf= 0.44 N Distance to Web Toe of Fillet: k= 0.88 N Moment of Inertia About X-X Axis: Ix= 144.00 N4 Section Modulus About X-X Axis: Sx= 27.90 N3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.54 N 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= 1109 FT-LB 1.22 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= 2476 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= 38676 LB Moment of Inertia (Deflection): Ireq= 0.34 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:03-06-2006 : 11:11:31 AM Project: CORDEIRO-Location: (39A) 15.25'GIR. @ KITCH/LOWER HALL Summary: (2) 1.75 IN x 9.5 IN x 5.6 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 28.4% Controlling Factor:Area/Depth Required 7.4 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.03 IN Live Load: LLD-Center= 0.04 IN=U1538 Total Load: TLD-Center= 0.07 IN= U971 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3104 LB Dead Load: DL-Rxn-A= 1814 LB Total Load: TL-Rxn-A= 4918 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 1.87 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1937 LB Dead Load: DL-Rxn-B= 1087 LB Total Load: TL-Rxn-B= 3023 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.15 IN Beam Data: Center Span Length: L2= 5.6 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 5.6 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= 470 PLF Dead Load: wD-2= 236 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 716 PLF Point Load 1 Live Load: PL1-2= 640 LB Dead Load: PD1-2= 685 LB Location(From left end of span): X1-2= 1.5 FT Point Load 2 Live Load: PL2-2= 747 LB Dead Load: PD2-2= 358 LB Location(From left end of span): X2-2= 2.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 511 PLF Left Dead Load: TRD-Left-2-2= 239 PLF Right Live Load: TRL-Right-2-2= 511 PLF Right Dead Load: TRD-Right-2-2= 239 PLF Load Start: A-2-2= 0.0 FT Load End: B-2-2= 2.0 FT Load Length: C-2-2= 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): 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= 6234 FT-LB 2.016 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= 4918 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= 27.87 N3 S= 52.65 N3 Area(Shear): Areq= 25.89 N2 A= 33.25 N2 Moment of Inertia(Deflection): Ireq= 77.30 N4 I= 250.07 N4 Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:03-06-2006 : 11:11:31 AM Project: CORDEIRO-Location: (39B) 10'GIR. @ KITCH/LOWER HALL Summary: (3) 1.75 IN x 11.875 IN x 10.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 13.0% Controlling Factor: Section Modulus/Depth Required 11.17 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.10 IN Live Load: LLD-Center= 0.20 IN= U590 Total Load: TLD-Center= 0.31 IN = U392 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 6059 LB Dead Load: DL-Rxn-A= 3052 LB Total Load: TL-Rxn-A= 9111 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 2.31 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 6316 LB Dead Load: DL-Rxn-B= 3180 LB Total Load: TL-Rxn-B= 9496 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 2.41 IN Beam Data: Center Span Length: L2= 10.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 10.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 981 PLF Dead Load: wD-2= 475 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 1475 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 285 PLF Left Dead Load: TRD-Left-1-2= 143 PLF Right Live Load: TRL-Right-1-2= 285 PLF Right Dead Load: TRD-Right-1-2= 143 PLF Load Start: A-1-2= 1.0 FT Load End: B-1-2= 10.0 FT Load Length: C-1-2= 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'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 23687 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 Controlling Shear: V= 9496 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= 109.17 N3 S= 123.39 N3 Area(Shear): Areq= 49.98 N2 A= 62.34 N2 Moment of Inertia(Deflection): Ireq= 560.42 N4 I= 732.62 N4 V 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: 03-06-2006 : 11:12:25 AM Project: CORDEIRO-Location: (40) 13'GIRT. @ DINING Summary: (2) 1.75 IN x 9.5 IN x 13.0 FT /1.9E Microilam-Trus Joist-MacMillan Section Adequate By: 83.6% Controlling Factor: Moment of Inertia/Depth Required 7.76 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.09 IN Live Load: LLD-Center= 0.19 IN =U819 Total Load: TLD-Center= 0.28 IN =U551 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 605 LB Dead Load: DL-Rxn-A= 311 LB Total Load: TL-Rxn-A= 915 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.35 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1053 LB Dead Load: DL-Rxn-B= 507 LB Total Load: TL-Rxn-B= 1560 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.59 IN Beam Data: Center Span Length: L2= 13.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 13.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 40.0 PSF Floor Dead Load: FDL-2= 15.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 53 PLF Total Dead Load: wD-2= 20 PLF Total Load: wT-2= 83 PLF Point Load Live Load: PL-2= 971 LB Dead Load: PD-2= 425 LB Location (From left end of span): X-2= 9.5 FT Properties For: 1.9E Microilam-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 Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 4949 FT-LB 9.49 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= 1560 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= 22.13 N3 S= 52.65 N3 Area(Shear): Areq= 8.21 N2 A= 33.25 N2 Moment of Inertia(Deflection): Ireq= 136.22 N4 I= 250.07 N4 Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 03-06-2006: 11:11:37 AM Project: CORDEIRO-Location: (41)GIRT. @ BUTLER PANTRY/PDR. RM. Summary: 1 A36 W10x22 x 13.75 FT Section Adequate By: 22.5% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center= 0.13 IN Live Load: LLD-Center= 0.24 IN=U687 Total Load: TLD-Center= 0.37 IN=U442 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 7030 LB Dead Load: DL-Rxn-A= 3881 LB Total Load: TL-Rxn-A= 10911 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= 7030 LB Dead Load: DL-Rxn-B= 3881 LB Total Load: TL-Rxn-B= 10911 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.75 IN Beam Data: Center Span Length: L2= 13.75 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 13.75 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 1023 PLF Dead Load: wD-2= 543 PLF Beam Self Weight: BSW= 22 PLF Total Load: wT-2= 1587 PLF Properties for:W10x22/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.17 N Web Thickness: tw= 0.24 N Flange Width: bf= 5.75 N Flange Thickness: tf= 0.36 N Distance to Web Toe of Fillet: k= 0.75 N Moment of Inertia About X-X Axis: lx= 118.00 N4 Section Modulus About X-X Axis: Sx= 23.20 N3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.52 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.99 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 42.38 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.07 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 39.38 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= 37505 FT-LB 6.875 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 45936 FT-LB Controlling Shear: V= 10911 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= 35148 LB Moment of Inertia (Deflection): lreq= 80.01 IN4 1= 118.00 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:03-06-2006 : 11:11:38 AM Protect: CORDEIRO-Location: (41A)7'GIRT. @ BUTLER PANTRY/PDR. RM. Summary: (2) 1.75 IN x 11.875 IN x 7.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:25.3% Controlling Factor:Area/Depth Required 9.9 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 =U1142 Total Load: TLD-Center= 0.11 IN =U746 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4105 LB Dead Load: DL-Rxn-A= 2198 LB Total Load: TL-Rxn-A= 6303 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 2.40 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4105 LB Dead Load: DL-Rxn-B= 2198 LB Total Load: TL-Rxn-B= 6303 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 2.40 IN Beam Data: Center Span Length: L2= 7.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 1023 PLF Dead Load: wD-2= 543 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 1578 PLF Point Load 1 Live Load: PL1-2= 1053 LB Dead Load: PD1-2= 507 LB Location(From left end of span): X1-2= 3.5 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'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 12395 FT-LB 3.5 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 6303 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= 57.13 N3 S= 82.26 N3 Area(Shear): Areq= 33.17 N2 A= 41.56 N2 Moment of Inertia (Deflection): Ireq= 196.42 N4 1= 488.41 N4 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: 03-06-2006 : 11:12:26 AM Project: CORDEIRO-Location: (42) 12.75'GIRT @ DINING Summary: (2) 1.75 IN x 11.875 IN x 12.75 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:23.5% Controlling Factor: Moment of Inertia/Depth Required 11.07 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= 0.29 IN= U523 Total Load: TLD-Center= 0.41 IN= U370 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3074 LB Dead Load: DL-Rxn-A= 1277 LB Total Load: TL-Rxn-A= 4351 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 1.66 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2711 LB Dead Load: DL-Rxn-B= 1112 LB Total Load: TL-Rxn-B= 3823 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.46 IN Beam Data: Center Span Length: L2= 12.75 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.75 FT Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 40.0 PSF Floor Dead Load: FDL-2= 15.0 PSF Floor Tributary Width Side One: Trib-1-2= 6.75 FT Floor Tributary Width Side Two: Trib-2-2= 3.25 FT Beam Self Weight: BSW= 13 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 400 PLF Total Dead Load: wD-2= 150 PLF Total Load: wT-2= 563 PLF Point Load Live Load: PL-2= 685 LB Dead Load: PD-2= 311 LB Location (From left end of span): X-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'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 12983 FT-LB 5.992 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= 4351 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= 59.83 N3 S= 82.26 N3 Area(Shear): Areq= 22.90 N2 A= 41.56 N2 Moment of Inertia(Deflection): Ireq= 395.63 N4 1= 488.41 N4 Multi-Loaded Beam!'99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:03-06-2006 : 11:11:38 AM Project: CORDEIRO- Location: (43) 12.75'BM. @ FOYER/DEN Summary: (3) 1.75 IN x 9.5 IN x 12.75 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:39.0% Controlling Factor: Moment of Inertia/Depth Required 8.51 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= 0.23 IN=U655 Total Load: TLD-Center= 0.37 IN=U417 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1095 LB Dead Load: DL-Rxn-A= 634 LB Total Load: TL-Rxn-A= 1729 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.44 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 3921 LB Dead Load: DL-Rxn-B= 2222 LB Total Load: TL-Rxn-B= 6144 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.56 IN Beam Data: Center Span Length: L2= 12.75 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.75 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 93 PLF Dead Load: wD-2= 40 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT-2= 149 PLF Point Load 1 Live Load: PL1-2= 3480 LB Dead Load: PD1-2= 1929 LB Location(From left end of span): X1-2= 11.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 200 PLF Left Dead Load: TRD-Left-1-2= 125 PLF Right Live Load: TRL-Right-1-2= 200 PLF Right Dead Load: TRD-Right-1-2= 125 PLF Load Start: A-1-2= 11.0 FT Load End: B-1-2= 12.75 FT Load Length: C-1-2= 1.75 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'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 10023 FT-LB 10.965 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= 6144 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= 44.81 N3 S= 78.97 N3 Area (Shear): Areq= 32.33 N2 A= 49.88 N2 Moment of Inertia (Deflection): Ireq= 269.85 N4 1= 375.10 N4 I• Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 03-06-2006: 11:11:44 AM Project: CORDEIRO- Location: (44) 15'BM. @ KITCHEN/FAMILY Summary: A36 W8x18 x 15.0 FT Section Adequate By: 9.7% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.21 IN Live Load: LLD-Center= 0.33 IN =U539 1 Total Load: TLD-Center= 0.55 IN = U329 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 6985 LB Dead Load: DL-Rxn-A= 4424 LB Total Load: TL-Rxn-A= 11409 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= 7093 LB Dead Load: DL-Rxn-B= 4512 LB Total Load: TL-Rxn-B= 11605 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.75 IN Beam Data: Center Span Length: L2= 15.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.0 FT Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 53 PLF Dead Load: wD-2= 20 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT-2= 91 PLF Point Load 1 Live Load: PL1-2= 1975 LB Dead Load: PD1-2= 1219 LB Location (From left end of span): X1-2= 0.5 FT Point Load 2 Live Load: PL2-2= 4510 LB Dead Load: PD2-2= 2837 LB Location(From left end of span): X2-2= 2.5 FT Point Load 3 Live Load: PL3-2= 4151 LB Dead Load: PD3-2= 2616 LB Location(From left end of span): X3-2= 13.0 FT Point Load 4 Live Load: PL4-2= 1975 LB Dead Load: PD4-2= 1219 LB Location(From left end of span): X4-2= 14.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 448 PLF Left Dead Load: TRD-Left-1-2= 317 PLF Right Live Load: TRL-Right-1-2= 448 PLF Right Dead Load: TRD-Right-1-2= 317 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 0.5 FT Load Length: C-1-2= 0.5 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 448 PLF Left Dead Load: TRD-Left-2-2= 317 PLF Right Live Load: TRL-Right-2-2= 448 PLF Right Dead Load: TRD-Right-2-2= 317 PLF Load Start: A-2-2= 14.0 FT Load End: B-2-2= 15.0 FT Load Length: C-2-2= 1.0 FT Properties for:W8x18/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.14 N Web Thickness: tw= 0.23 N Flange Width: bf= 5.25 N Flange Thickness: tf= 0.33 N Distance to Web Toe of Fillet: k= 0.75 N Moment of Inertia About X-X Axis: lx= 61.90 N4 Section Modulus About X-X Axis: Sx= 15.20 N3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.39 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.95 Allowable Flange Buckling Ratio: AFBR= 10.83 Page:2 Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006 : 11:11:45 AM Project: CORDEIRO-Location: (44) 15'BM. @ KITCHEN/FAMILY 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= 21356 FT-LB 5.4 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= 11605 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= 26960 LB Moment of Inertia(Deflection): Ireq= 56.43 IN4 I= 61.90 IN4 Multi-Loaded Beard'99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:03-06-2006 : 11:11:45 AM Project: CORDEIRO-Location: (44A)7.5'BM. @ KITCHEN/FAMILY Summary: (3) 1.75 IN x 9.5 IN x 7.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 10.4% Controlling Factor:Area/Depth Required 8.6 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.06 IN Live Load: LLD-Center= 0.10 IN=U929 Total Load: TLD-Center= 0.16 IN=U570 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5265 LB Dead Load: DL-Rxn-A= 3316 LB Total Load: TL-Rxn-A= 8581 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 2.18 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1841 LB Dead Load: DL-Rxn-B= 1166 LB Total Load: TL-Rxn-B= 3007 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.76 IN Beam Data: Center Span Length: L2= 7.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 53 PLF Dead Load: wD-2= 20 PLF Beam Self Weight: BSW= 16 PLF 1 Total Load: wT-2= 89 PLF11 Point Load 1 Live Load: PL1-2= 1975 LB Dead Load: PD1-2= 1219 LB Location (From left end of span): X1-2= 0.5 FT Point Load 2 Live Load: PL2-2= 4510 LB Dead Load: PD2-2= 2837 LB Location (From left end of span): X2-2= 2.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 448 PLF Left Dead Load: TRD-Left-1-2= 317 PLF Right Live Load: TRL-Right-1-2= 448 PLF Right Dead Load: TRD-Right-1-2= 317 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 0.5 FT Load Length: C-1-2= 0.5 FT 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 Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 13807 FT-LB 2.475 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= 8581 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= 61.73 N3 S= 78.97 N3 Area(Shear): Areq= 45.16 N2 A= 49.88 N2 Moment of Inertia(Deflection): Ireq= 197.58 N4 1= 375.10 N4 Uniformly Loaded Floor Beam(99 BOCA National Building Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:03-06-2006 : 11:04:09 AM Protect: CORDEIRO-Location: (45) 10.5'@ KITCHEN/SITTING Summary: (2) 1.75 IN x 11.875 IN x 10.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:74.6% Controlling Factor: Section Modulus/Depth Required 9.55 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= 0.16 IN =U807 Total Load: TLD= 0.22 IN =U576 Reactions(Each End): Live Load: LL-Rxn= 2783 LB Dead Load: DL-Rxn= 1112 LB Total Load: TL-Rxn= 3894 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.48 IN Beam Data: Span: L= 10.5 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 7.75 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 5.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 530 PLF Beam Self Weight: BSW= 13 PLF Beam Total Dead Load: wD= 212 PLF Total Maximum Load: wT= 742 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'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 10222 FT-LB 5.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 3894 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 47.11 N3 S= 82.26 N3 Area (Shear): Areq= 20.50 N2 A= 41.56 N2 Moment of Inertia(Deflection): lreq= 254.17 N4 I= 488.41 N4 Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:03-06-2006 : 11:11:45 AM Protect: CORDEIRO- Location: (46)8.5'GIRT. @ FOYER/LOWER HALL Summary: (2) 1.75 IN x 11.875 IN x 8.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:20.6% Controlling Factor:Area/Depth Required 9.85 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.04 IN Live Load: LLD-Center= 0.09 IN=U1196 Total Load: TLD-Center= 0.12 IN=U820 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3867 LB Dead Load: DL-Rxn-A= 1841 LB Total Load: TL-Rxn-A= 5708 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 2.17 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4387 LB Dead Load: DL-Rxn-B= 2161 LB Total Load: TL-Rxn-B= 6547 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 2.49 IN Beam Data: Center Span Length: L2= 8.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 410 PLF Dead Load: wD-2= 154 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 577 PLF Point Load 1 Live Load: PL1-2= 1320 LB Dead Load: PD1-2= 671 LB Location(From left end of span): X1-2= 1.0 FT Point Load 2 Live Load: PL2-2= 1999 LB Dead Load: PD2-2= 1089 LB Location(From left end of span): X2-2= 7.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 725 PLF Left Dead Load: TRD-Left-1-2= 411 PLF Right Live Load: TRL-Right-1-2= 725 PLF Right Dead Load: TRD-Right-1-2= 411 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 1.0 FT Load Length: C-1-2= 1.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 725 PLF Left Dead Load: TRD-Left-2-2= 411 PLF Right Live Load: TRL-Right-2-2= 725 PLF Right Dead Load: TRD-Right-2-2= 411 PLF Load Start: A-2-2= 7.5 FT Load End: B-2-2= 8.5 FT Load Length: C-2-2= 1.0 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'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 8330 FT-LB 4.505 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= 6547 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= 38.39 IN3 S= 82.26 IN3 Page: 2 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:03-06-2006 : 11:11:46 AM Project: CORDEIRO-Location: (46)8.5'GIRT. @ FOYER/LOWER HALL Area(Shear): Areq= 34.46 IN2 A= 41.56 IN2 Moment of Inertia(Deflection): Ireq= 178.64 IN4 1= 488.41 IN4 Uniformly Loaded Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006 : 11:04:19 AM Project: CORDEIRO-Location: (47)9.5' BM. @ GST. BDRM. Summary: 1.75 IN x 9.5 IN x 9.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:285.5% Controlling Factor: Moment of Inertia/Depth Required 6.06 In Deflections: Dead Load: DLD= 0.06 IN Live Load: LLD= 0.04 IN =U2799 Total Load: TLD= 0.10 IN =U1157 Reactions(Each End): Live Load: LL-Rxn= 251 LB Dead Load: DL-Rxn= 356 LB Total Load: TL-Rxn= 607 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.46 IN Beam Data: Span: L= 9.5 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 0.66 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 0.66 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 50 PLF Beam Loading: Beam Total Live Load: wL= 53 PLF Beam Self Weight: BSW= 5 PLF Beam Total Dead Load: wD= 75 PLF Total Maximum Load: wT= 128 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 Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1442 FT-LB 4.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 607 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 6.45 N3 S= 26.32 N3 Area(Shear): Areq= 3.19 N2 A= 16.63 N2 Moment of Inertia(Deflection): Ireq= 32.43 N4 1= 125.03 N4 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006 : 11:11:50 AM Project: CORDEIRO-Location: (48)8'GIRT. @ GST. BDRM. Summary: (3) 1.75 IN x 9.5 IN x 8.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:43.3% Controlling Factor:Area/Depth Required 7.38 In 1 *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= 0.11 IN=U912 Total Load: TLD-Center= 0.15 IN= U639 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3856 LB Dead Load: DL-Rxn-A= 1569 LB Total Load: TL-Rxn-A= 5425 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= 4497 LB Dead Load: DL-Rxn-B= 2118 LB Total Load: TL-Rxn-B= 6615 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.68 IN Beam Data: Center Span Length: L2= 8.0 FT Center Span Unbraced Length-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= 490 PLF Dead Load: wD-2= 184 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT-2= 690 PLF Point Load 1 Live Load: PL1-2= 969 LB Dead Load: PD1-2= 316 LB Location(From left end of span): X1-2= 0.5 FT Point Load 2 Live Load: PL2-2= 969 LB Dead Load: PD2-2= 316 LB Location (From left end of span): X2-2= 6.0 FT Point Load 3 Live Load: PL3-2= 251 LB Dead Load: PD3-2= 356 LB Location(From left end of span): X3-2= 7.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 863 PLF Left Dead Load: TRD-Left-1-2= 424 PLF Right Live Load: TRL-Right-1-2= 863 PLF Right Dead Load: TRD-Right-1-2= 424 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 0.6 FT Load Length: C-1-2= 0.6 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 863 PLF Left Dead Load: TRD-Left-2-2= 424 PLF Right Live Load: TRL-Right-2-2= 863 PLF Right Dead Load: TRD-Right-2-2= 424 PLF Load Start: A-2-2= 6.0 FT Load End: B-2-2= 8.0 FT Load Length: C-2-2= 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: Fcjerp= 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= 9098 FT-LB 4.88 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 6615 LB At right support of span 2 (Center Span) Page:2 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006 : 11:11:50 AM Project: CORDEIRO-Location: (48)8'GIRT. A GST. BDRM. Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 40.68 N3 S= 78.97 N3 Area(Shear): Areq= 34.81 N2 A= 49.88 N2 Moment of Inertia(Deflection): Ireq= 176.22 N4 I= 375.10 N4 Multi-Loaded Beam'.AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:03-06-2006 : 11:11:50 AM Project: CORDEIRO-Location: (48A)8'GIRT. @ GST. BDRM. Summary: A36 W10x30 x 16.0 FT Section Adequate By: 15.4% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center= 0.16 IN Live Load: LLD-Center= 0.35 IN=U555 Total Load: TLD-Center= 0.50 IN=U380 Center Span Left End Reaction's(Support A): Live Load: LL-Rxn-A= 8607 LB Dead Load: DL-Rxn-A= 3857 LB Total Load: TL-Rxn-A= 12464 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.94 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 9919 LB Dead Load: DL-Rxn-B= 4529 LB Total Load: TL-Rxn-B= 14448 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.94 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 Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 490 PLF Dead Load: wD-2= 184 PLF Beam Self Weight: BSW= 30 PLF Total Load: wT-2= 704 PLF Point Load 1 Live Load: PL1-2= 969 LB Dead Load: PD1-2= 346 LB Location(From left end of span): X1-2= 0.5 FT Point Load 2 Live Load: PL2-2= 969 LB Dead Load: PD2-2= 346 LB Location(From left end of span): X2-2= 6.0 FT Point Load 3 Live Load: PL3-2= 251 LB Dead Load: PD3-2= 356 LB Location (From left end of span): X3-2= 7.0 FT Point Load 4 Live Load: PL4-2= 969 LB Dead Load: PD4-2= 346 LB Location(From left end of span): X4-2= 9.5 FT Point Load 5 Live Load: PL5-2= 969 LB Dead Load: PD5-2= 346 LB Location(From left end of span): X5-2= 12.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 863 PLF Left Dead Load: TRD-Left-1-2= 424 PLF Right Live Load: TRL-Right-1-2= 863 PLF Right Dead Load: TRD-Right-1-2= 424 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 0.6 FT Load Length: C-1-2= 0.6 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 863 PLF Left Dead Load: TRD-Left-2-2= 424 PLF Right Live Load: TRL-Right-2-2= 863 PLF Right Dead Load: TRD-Right-2-2= 424 PLF Load Start: A-2-2= 6.0 FT Load End: B-2-2= 8.0 FT Load Length: C-2-2= 2.0 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 863 PLF Left Dead Load: TRD-Left-3-2= 424 PLF Right Live Load: TRL-Right-3-2= 863 PLF Right Dead Load: TRD-Right-3-2= 424 PLF Load Start: A-3-2= 8.0 FT Load End: B-3-2= 9.5 FT Load Length: C-3-2= 1.5 FT Trapezoidal Load 4 Left Live Load: TRL-Left-4-2= 863 PLF Page:2 Multi-Loaded Beam'.AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:03-06-2006 : 11:11:51 AM Project: CORDEIRO-Location: (48A)8'GIRT. @ GST. BDRM. Left Dead Load: TRD-Left-4-2= 424 PLF Right Live Load: TRL-Right-4-2= 863 PLF Right Dead Load: TRD-Right-4-2= 424 PLF Load Start: A-4-2= 12.5 FT Load End: B-4-2= 16.0 FT Load Length: C-4-2= 3.5 FT Properties for:W10x30/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.47 N Web Thickness: tw= 0.30 N Flange Width: bf= 5.81 N Flange Thickness: tf= 0.51 N Distance to Web Toe of Fillet: k= 0.94 N Moment of Inertia About X-X Axis: Ix= 170.00 N4 Section Modulus About X-X Axis: Sx= 32.40 N3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.55 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 5.70 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 34.90 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.13 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 31.5 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 55571 FT-LB 8.16 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= 64152 FT-LB Controlling Shear: V= 14448 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= 45230 LB Moment of Inertia (Deflection): Ireq= 134.12 IN4 I= 170.00 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:03-06-2006: 11:11:51 AM Protect: CORDEIRO-Location: (49)8'GIRT. @ GST. BDRM. Summary: (3) 1.75 IN x 9.5 IN x 8.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:26.9% Controlling Factor:Area/Depth Required 8.45 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.07 IN Live Load: LLD-Center= 0.16 IN =U602 Total Load: TLD-Center= 0.23 IN = U426 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5215 LB Dead Load: DL-Rxn-A= 2252 LB Total Load: TL-Rxn-A= 7467 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 1.90 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 5174 LB Dead Load: DL-Rxn-B= 2202 LB Total Load: TL-Rxn-B= 7376 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.87 IN Beam Data: Center Span Length: L2= 8.0 FT Center Span Unbraced Length-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= 490 PLF Dead Load: wD-2= 184 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT-2= 690 PLF Point Load 1 Live Load: PL1-2= 969 LB Dead Load: PD1-2= 316 LB Location(From left end of span): X1-2= 3.0 FT Point Load 2 I Live Load: PL2-2= 969 LB Dead Load: PD2-2= 316 LB Location(From left end of span): X2-2= 5.75 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 863 PLF Left Dead Load: TRD-Left-1-2= 424 PLF Right Live Load: TRL-Right-1-2= 863 PLF Right Dead Load: TRD-Right-1-2= 424 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 3.0 FT Load Length: C-1-2= 3.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 863 PLF Left Dead Load: TRD-Left-2-2= 424 PLF Right Live Load: TRL-Right-2-2= 863 PLF Right Dead Load: TRD-Right-2-2= 424 PLF Load Start: A-2-2= 5.75 FT Load End: B-2-2= 8.0 FT Load Length: C-2-2= 2.25 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'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 13552 FT-LB 3.36 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= 7467 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= 60.59 IN3 S= 78.97 IN3 Page: 2 Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:A-chi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 03-06-2006 : 11:11:51 AM Project: CORDEIRO-Location:(49)8'GIRT. @ GST. BDRM. Area(Shear): Areq= 39.30 IN2 A= 49.88 IN2 Moment of Inertia(Deflection): Ireq= 264.23 IN4 1= 375.10 IN4 �_ I Multi-Loaded Beaml 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:03-06-2006 : 11:11:57 AM Project: CORDEIRO-Location: (51)9'BM. @ GST. BDRM./FAMILY Summary: (3) 1.75 IN x 9.5 IN x 9.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:29.6% Controlling Factor: Section Modulus/Depth Required 8.56 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= 0.15 IN=U728 Total Load: TLD-Center= 0.26 IN =U410 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2365 LB Dead Load: DL-Rxn-A= 1865 LB Total Load: TL-Rxn-A= 4230 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 1.07 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2724 LB Dead Load: DL-Rxn-B= 2198 LB Total Load: TL-Rxn-B= 4922 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.25 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= 93 PLF Dead Load: wD-2= 83 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT-2= 192 PLF Point Load 1 Live Load: PL1-2= 2246 LB Dead Load: • PD1-2= 1622 LB Location(From left end of span): X1-2= 3.5 FT Point Load 2 Live Load: PL2-2= 750 LB Dead Load: PD2-2= 511 LB Location(From left end of span): X2-2= 5.25 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 335 PLF Left Dead Load: TRD-Left-1-2= 278 PLF Right Live Load: TRL-Right-1-2= 335 PLF Right Dead Load: TRD-Right-1-2= 278 PLF Load Start: A-1-2= 5.25 FT Load End: B-1-2= 9.0 FT Load Length: C-1-2= 3.75 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'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 13629 FT-LB 3.51 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= 4922 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= 60.94 N3 S= 78.97 N3 Area(Shear): Areq= 25.90 N2 A= 49.88 N2 Moment of Inertia(Deflection): Ireq= 274.76 N4 1= 375.10 N4 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:03-06-2006 : 11:11:57 AM Protect: CORDEIRO-Location: (52)4.5' BM. @ LOWER HALL Summary: (3) 1.75 IN x 9.5 IN x 4.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 70.2% Controlling Factor:Area/Depth Required 5.58 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 = U6913 Total Load: TLD-Center= 0.01 IN = U4284 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 757 LB Dead Load: DL-Rxn-A= 592 LB Total Load: TL-Rxn-A= 1349 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.34 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 3756 LB Dead Load: DL-Rxn-B= 1812 LB Total Load: TL-Rxn-B= 5568 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.41 IN Beam Data: Center Span Length: L2= 4.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 • FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 4.5 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= 146 PLF Dead Load: wD-2= 170 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT-2= 332 PLF Point Load 1 Live Load: PL1-2= 3856 LB Dead Load: PD1-2= 1569 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'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2742 FT-LB 3.96 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 5568 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= 12.26 N3 S= 78.97 N3 Area(Shear): Areq= 29.31 N2 A= . 49.88 N2 Moment of Inertia(Deflection): • Ireq= 26.27 N4 1= 375.10 N4 • Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006: 11:11:58 AM Project: CORDEIRO-Location: (53)4.5'BM. @ LOWER HALL Summary: (3) 1.75 IN x 9.5 IN x 3.75 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 1424.2% Controlling Factor:Area/Depth Required 2.28 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.00 IN =U49377 Total Load: TLD-Center= 0.00 IN = U21741 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 274 LB Dead Load: DL-Rxn-A= 348 LB Total Load: TL-Rxn-A= 622 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.16 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 274 LB Dead Load: DL-Rxn-B= 348 LB Total Load: TL-Rxn-B= 622 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.16 IN Beam Data: Center Span Length: L2= 3.75 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 3.75 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: , Uniform Load: Live Load: wL-2= 146 PLF Dead Load: wD-2= 170 PLF Beam Self Weight: BSW= 16 PLF 1 Total Load: wT-2= 332 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 Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 583 FT-LB 1.875 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= 622 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= 2.61 N3 S= 78.97 N3 Area(Shear): Areq= 3.27 N2 A= 49.88 N2 Moment of Inertia (Deflection): Ireq= 5.18 N4 I= 375.10 N4 Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:03-06-2006 : 11:12:02 AM Project: CORDEIRO-Location:(54)5.5'BM. @ LOWER HALL Summary: (3) 1.75 IN x 9.5 IN x 5.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 939.2% Controlling Factor:Area/Depth Required 3.34 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.00 IN =U15651 Total Load: TLD-Center= 0.01 IN =U6891 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 402 LB Dead Load: DL-Rxn-A= 510 LB Total Load: TL-Rxn-A= 912 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.23 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 402 LB Dead Load: DL-Rxn-B= 510 LB Total Load: TL-Rxn-B= 912 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.23 IN Beam Data: Center Span Length: L2= 5.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 5.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 146 PLF Dead Load: wD-2= 170 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT-2= 332 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 Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1254 FT LB 2.75 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 912 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= 5.61 IN3 S= 78.97 IN3 Area(Shear): Areq= 4.80 IN2 A= 49.88 IN2 Moment of Inertia(Deflection): Ireq= 16.33 IN4 1= 375.10 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: 03-06-2006: 11:12:03 AM Proiect: CORDEIRO-Location: (55) 12'BM.@ STAIRWAY Summary: (2) 1.75 IN x 9.5 IN x 12.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 52.6% Controlling Factor: Moment of Inertia/Depth Required 8.25 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.12 IN Live Load: LLD-Center= 0.20 IN =L/726 Total Load: TLD-Center= 0.31 IN=L/458 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1193 LB Dead Load: DL-Rxn-A= 698 LB Total Load: TL-Rxn-A= 1892 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.72 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 867 LB Dead Load: DL-Rxn-B= 482 LB Total Load: TL-Rxn-B= 1349 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.51 IN Beam Data: Center Span Length: L2= 12.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 300 Center Span Loading: Uniform Load: Live Load: wL-2= 90 PLF Dead Load: wD-2= 34 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 134 PLF Point Load 1 Live Load: PL1-2= 980 LB Dead Load: PD1-2= 648 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'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adiustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 6469 FT-LB 4.08 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 1892 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= 28.92 N3 S= 52.65 N3 Area(Shear): Areq= 9.96 N2 A= 33.25 N2 Moment of Inertia (Deflection): Ireq= 163.85 N4 1= 250.07 N4 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:03-06-2006: 11:12:31 AM Protect: CORDEIRO-Location: (56)8' BM. @ STAIRWAY Summary: 1.75 IN x 9.5 IN x 8.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:36.3% Controlling Factor: Section Modulus/Depth Required 8.14 In Center Span Deflections: Dead Load: DLD-Center= 0.06 IN Live Load: LLD-Center= 0.11 IN=U864 Total Load: TLD-Center= 0.17 IN=U552 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 733 LB Dead Load: DL-Rxn-A= 405 LB Total Load: TL-Rxn-A= 1138 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.87 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 882 LB Dead Load: DL-Rxn-B= 493 LB Total Load: TL-Rxn-B= 1375 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.05 IN Beam Data: Center Span Length: L2= 8.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 40.0 PSF Floor Dead Load: FDL-2= 15.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 53 PLF Total Dead Load: wD-2= 20 PLF Total Load: wT-2= 78 PLF Point Load Live Load: PL-2= 1193 LB Dead Load: PD-2= 698 LB Location(From left end of span): X-2= 4.5 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'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 4320 FT-LB 4.48 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= 1375 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= 19.31 N3 S= 26.32 N3 Area(Shear): Areq= 7.24 N2 A= 16.63 N2 Moment of Inertia(Deflection): Ireq= 67.91 N4 I= 125.03 N4 11 • Multi-Span Floor Beamf AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006 : 11:12:31 AM Project: CORDEIRO- Location: (57) 13.75'GIRT. @ DEN/STUDY Summary: A36 W8x24 x 13.75 FT Section Adequate By:62.8% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.11 IN Live Load: LLD-Center= 0.23 IN =U721 Total Load: TLD-Center= 0.34 IN =U488 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5078 LB Dead Load: DL-Rxn-A= 2445 LB Total Load: TL-Rxn-A= 7523 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= 4558 LB Dead Load: DL-Rxn-B= 2158 LB Total Load: TL-Rxn-B= 6716 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.88 IN Beam Data: Center Span Length: L2= 13.75 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 13.75 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 70.0 PSF Floor Dead Load: FDL-2= 25.0 PSF Floor Tributary Width Side One: Trib-1-2= 2.25 FT Floor Tributary Width Side Two: Trib-2-2= 7.0 FT Beam Self Weight: BSW= 24 PLF Wall Load: Wall-2= 50 PLF Total Live Load: wL-2= 648 PLF Total Dead Load: wD-2= 281 PLF Total Load: wT-2= 953 PLF Point Load Live Load: PL-2= 733 LB Dead Load: PD-2= 405 LB Location(From left end of span): X-2= 2.0 FT Properties for:W8x24/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 7.93 N Web Thickness: tw= 0.25 N Flange Width: bf= 6.49 N Flange Thickness: tf= 0.40 N Distance to Web Toe of Fillet: k= 0.88 N Moment of Inertia About X-X Axis: Ix= 82.80 N4 Section Modulus About X-X Axis: Sx= 20.90 N3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.77 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 8.12 Allowable Flange Buckling Ratio: AFBR= 10.83 1 Web Buckling Ratio: WBR= 32.37 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.86 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 29.1 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= 23668 FT-LB 6.738 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= 41382 FT-LB Controlling Shear: V= 7523 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= 27977 LB Moment of Inertia (Deflection): Ireq= 50.86 IN4 1= 82.80 IN4 Multi-Span Floor Beam'.99 BOCA National Building Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:03-06-2006 : 11:12:32 AM Proiect: CORDEIRO-Location: (57A) 13.75'GIRT. @ DEN/STUDY Summary: (2) 1.75 IN x 11.875 IN x 7.75 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 75.7% Controlling Factor:Area/Depth Required 8.08 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.03 IN Live Load: LLD-Center= 0.07 IN =U1409 Total Load: TLD-Center= 0.10 IN =U960 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3053 LB Dead Load: DL-Rxn-A= 1441 LB Total Load: TL-Rxn-A= 4494 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.71 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2698 LB Dead Load: DL-Rxn-B= 1245 LB Total Load: TL-Rxn-B= 3943 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.50 IN Beam Data: Center Span Length: L2= 7.75 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.75 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 70.0 PSF Floor Dead Load: FDL-2= 25.0 PSF Floor Tributary Width Side One: Trib-1-2= 2.25 FT Floor Tributary Width Side Two: Trib-2-2= 7.0 FT Beam Self Weight: BSW= 13 PLF Wall Load: Wall-2= 50 PLF Total Live Load: wL-2= 648 PLF Total Dead Load: wD-2= 281 PLF Total Load: wT-2= 942 PLF Point Load Live Load: PL-2= 733 LB Dead Load: PD-2= 405 LB Location (From left end of span): X-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): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 8254 FT-LB 3.565 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 4494 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= 38.04 N3 S= 82.26 N3 Area (Shear): Areq= 23.65 N2 A= 41.56 N2 Moment of Inertia (Deflection): Ireq= 152.65 N4 I= 488.41 N4 Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:03-06-2006 : 11:12:03 AM Project: CORDEIRO-Location: (58)8'BM. @ LOWER HALL Summary: 1.75 IN x 9.5 IN x 8.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 171.4% Controlling Factor: Section Modulus/Depth Required 6.56 In Center Span Deflections: Dead Load: DLD-Center= 0.06 IN Live Load: LLD-Center= 0.05 IN=U2063 Total Load: TLD-Center= 0.11 IN =U913 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 480 LB Dead Load: DL-Rxn-A= 605 LB Total Load: TL-Rxn-A= 1085 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.83 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 480 LB Dead Load: DL-Rxn-B= 605 LB Total Load: TL-Rxn-B= 1085 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.83 IN Beam Data: Center Span Length: L2= 8.0 FT Center Span Unbraced Length-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= 120 PLF Dead Load: wD-2= 146 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 271 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 Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2170 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= 1085 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= 9.70 N3 S= 26.32 N3 Area (Shear): Areq= 5.71 N2 A= 16.63 N2 Moment of Inertia(Deflection): Ireq= 41.10 N4 1= 125.03 N4 Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006 : 11:12:08 AM Project: CORDEIRO-Location: (59) 13'GIRT. @ STAIRWAY/FAMILY Summary: A36 W8x24 x 13.0 FT Section Adequate By:49.7% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.11 IN Live Load: LLD-Center= 0.24 IN=U663 Total Load: TLD-Center= 0.35 IN=U449 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 6746 LB Dead Load: DL-Rxn-A= 3186 LB Total Load: TL-Rxn-A= 9932 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= 8735 LB Dead Load: DL-Rxn-B= 4514 LB Total Load: TL-Rxn-B= 13249 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.88 IN Beam Data: Center Span Length: L2= 13.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 13.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 460 PLF Dead Load: wD-2= 173 PLF Beam Self Weight: BSW= 24 PLF Total Load: wT-2= 657 PLF Point Load 1 Live Load: PL1-2= 2473 LB Dead Load: PD1-2= 1199 LB Location (From left end of span): X1-2= 0.75 FT Point Load 2 Live Load: PL2-2= 882 LB Dead Load: PD2-2= 193 LB Location (From left end of span): X2-2= 10.0 FT Point Load 3 Live Load: PL3-2= 4838 LB Dead Load: PD3-2= 2939 LB Location(From left end of span): X3-2= 11.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 563 PLF Left Dead Load: TRD-Left-1-2= 323 PLF Right Live Load: TRL-Right-1-2= 563 PLF Right Dead Load: TRD-Right-1-2= 323 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 0.75 FT Load Length: C-1-2= 0.75 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 443 PLF Left Dead Load: TRD-Left-2-2= 283 PLF Right Live Load: TRL-Right-2-2= 443 PLF Right Dead Load: TRD-Right-2-2= 283 PLF Load Start: A-2-2= 11.0 FT Load End: B-2-2= 13.0 FT Load Length: C-2-2= 2.0 FT Properties for:W8x24/A36 Yield Stress: Fy= . 36 KSI Modulus of Elasticity: E= 29000 KSI 1 Depth: d= 7.93 N Web Thickness: tw= 0.25 N Flange Width: bf= 6.49 N Flange Thickness: tf= 0.40 N Distance to Web Toe of Fillet: k= 0.88 N Moment of Inertia About X-X Axis: Ix= 82.80 N4 Section Modulus About X-X Axis: Sx= 20.90 N3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.77 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 8.12 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 32.37 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.86 FT Page: 2 Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 03-06-2006: 11:12:08 AM Project:CORDEIRO-Location: (59) 13'GIRT. @ STAIRWAY/FAMILY Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 29.1 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= 26827 FT-LB 8.58 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= 41382 FT-LB Controlling Shear: V= 13249 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= 27977 LB Moment of Inertia(Deflection): Ireq= 55.33 IN4 I= 82.80 IN4 Multi-Loaded Beam(AISC 9th Ed ASD)Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006 : 11:12:09 AM Project:CORDEIRO-Location: (60)9.25'GIRT. @ FAMILY Summary: A36 W8x18 x 10.25 FT Section Adequate By: 109.5% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center- 0.06 IN Live Load: LLD-Center= 0.09 IN =U1315 Total Load: TLD-Center= 0.15 IN= U813 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3464 LB Dead Load: DL-Rxn-A= 2142 LB Total Load: TL-Rxn-A= 5607 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= 3464 LB Dead Load: DL-Rxn-B= 2142 LB Total Load: TL-Rxn-B= 5607 LB 1 Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.75 IN Beam Data: Center Span Length: L2= 10.25 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 10.25 FT Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: - Uniform Load: Live Load: wL-2= 676 PLF Dead Load: wD-2= 400 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT-2= 1094 PLF Properties for:W8x18/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.14 N Web Thickness: tw= 0.23 N Flange Width: bf= 5.25 N Flange Thickness: tf= 0.33 N Distance to Web Toe of Fillet: k= 0.75 N Moment of Inertia About X-X Axis: Ix= 61.90 N4 Section Modulus About X-X Axis: Sx= 15.20 N3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.39 N 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= 14367 FT-LB 5.125 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= 5607 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= 22.85 IN4 1= 61.90 IN4 1 Combination Roof and Floor Beaml 99 BOCA National Building Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006 : 11:10:07 AM Project: CORDEIRO-Location: (61)6.5'BM. @ GARAGE CREASE Summary: 1.75 IN x 9.5 IN x 6.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 115.4% Controlling Factor:Area/Depth Required 6.61 In Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.05 IN=U1551 Total Load: TLD= 0.09 IN=U889 Reactions(Each End): Live Load: LL-Rxn= 967 LB Dead Load: DL-Rxn= 720 LB Total Load: TL-Rxn= 1687 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.29 IN Beam Data: Span: L= 6.5 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= 6.5 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 1.25 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= 6.5 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 233 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 151 PLF Floor Uniform Live Load: wL-floor= 65 PLF Floor Uniform Dead Load: wD-floor= 65 PLF Beam Self Weight: BSW= 5 PLF Combined Uniform Live Load: wL= 298 PLF Combined Uniform Dead Load: wD= 216 PLF Combined Uniform Total Load: wT= 519 PLF Controlling Total Design Load: wT-cont= 519 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= 2741 FT-LB 3.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1687 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 10.66 N3 S= 26.32 N3 Area(Shear): Areq= 7.72 N2 A= 16.63 N2 Moment of Inertia(Deflection): Ireq= 42.19 N4 I= 125.03 N4 Multi-Span Roof Beam'.99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:03-06-2006 : 11:12:41 AM Project: CORDEIRO-Location: (62) 12'STRUCTURAL RAFTER @ GARAGE Summary: (3) 1.75 IN x 9.25 IN x 12.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:45.5% Controlling Factor: Section Modulus/Depth Required 7.67 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.19 IN Live Load: LLD-Center= 0.24 IN = U590 Total Load: TLD-Center= 0.43 IN= U335 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1487 LB Dead Load: DL-Rxn-A= 1140 LB Total Load: TL-Rxn-A= 2627 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= 1295 LB 1 Dead Load: DL-Rxn-B= 997 LB Total Load: TL-Rxn-B= 2291 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.58 IN Beam Data: Center Span Length: L2= 12.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.0 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof: RP= 0 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Center Span Loading: Uniform Load: Roof Live Load: RLL-2= 30.0 PSF Roof Dead Load: RDL-2= 15.0 PSF Roof Tributary Width Side One: Trib-1-2= 0.66 FT Roof Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 15 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 40 PLF Total Dead Load(Adjusted for Roof Pitch): wD-2= 20 PLF Total Load: wT-2= 75 PLF Point Load Live Load: PL-2= 2306 LB Dead Load: PD-2= 1717 LB Location(From left end of span): X-2= 5.5 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'= 3098 PSI Adjustment Factors: Cd=1.15 Cf=1.04 Fv': Fv'= 328 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 13282 FT-LB 5.52 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2627 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= 51.45 N3 S= 74.87 N3 Area(Shear): Areq= 12.02 N2 A= 48.56 N2 Moment of Inertia (Deflection): Ireq= 185.98 N4 I= 346.26 N4 1 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: 03-06-2006: 11:12:35 AM Project: CORDEIRO-Location: (64)23.5'@ GARAGE CEILING Summary: (2) 1.75 IN x 9.5 IN x 11.75 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 35.6% Controlling Factor: Moment of Inertia/Depth Required 8.58 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= 0.16 IN=U856 Total Load: TLD-Center= 0.35 IN=U407 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 845 LB Dead Load: DL-Rxn-A= 1016 LB Total Load: TL-Rxn-A= 1861 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.71 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 742 LB Dead Load: DL-Rxn-B= 940 LB Total Load: TL-Rxn-B= 1682 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.64 IN Beam Data: Center Span Length: L2= 11.75 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.75 FT Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 40.0 PSF Floor Dead Load: FDL-2= 15.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-2=. 75 PLF Total Live Load: wL-2= 53 PLF Total Dead Load: wD-2= 95 PLF Total Load: wT-2= 158 PLF Point Load Live Load: PL-2= 967 LB Dead Load: PD-2= 720 LB Location (From left end of span): X-2= 5.25 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'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: . M= 7571 FT-LB 5.287 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= 1861 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= 33.85 N3 S= 52.65 N3 Area(Shear): Areq= 9.80 N2 A= 33.25 N2 Moment of Inertia(Deflection): Ireq= 184.46 N4 I= 250.07 N4 i f • Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006: 11:12:15 AM Project: CORDEIRO-Location: (64)23.5' BEAM @ GARAGE CEILING Summary: A36 W12x26 x 23.5 FT Section Adequate By:26.2% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.19 IN Live Load: LLD-Center= 0.43 IN = U652 Total Load: TLD-Center= 0.62 IN =U454 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4972 LB Dead Load: DL-Rxn-A= 2656 LB Total Load: TL-Rxn-A= 7628 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= 4972 LB Dead Load: DL-Rxn-B= 2656 LB Total Load: TL-Rxn-B= 7628 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.88 IN Beam Data: Center Span Length: L2= 23.5 FT Center Span.Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 23.5 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 360 PLF Dead Load: wD-2= 120 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT-2= 506 PLF Point Load 1 Live Load: PL1-2= 742 LB Dead Load: PD1-2= 940 LB Location(From left end of span): X1-2= 1.0 FT Point Load 2 Live Load: PL2-2= 742 LB Dead Load: PD2-2= 940 LB Location (From left end of span): X2-2= 22.5 FT Properties for:W12x26/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.22 N Web Thickness: tw= 0.23 N Flange Width: bf= 6.49 N Flange Thickness: tf= 0.38 N Distance to Web Toe of Fillet: k= 0.88 N Moment of Inertia About X-X Axis: Ix= 204.00 N4 Section Modulus About X-X Axis: Sx= 33.40 N3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.72 N 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 KSI Design Requirements Comparison: Controlling Moment: M= 36612 FT-LB 11.75 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 66132 FT-LB Controlling Shear: V= 7628 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= 40473 LB Moment of Inertia(Deflection): Ireq= 161.63 IN4 I= 204.00 IN4 f Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 03-06-2006 : 11:12:16 AM Proiect: CORDEIRO-Location: (65)7.5' BM. @ GARAGE ENTRY Summary: (3) 1.75 IN x 7.25 IN x 7.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 8.8% Controlling Factor: Moment of Inertia/Depth Required 7.05 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.10 IN Live Load: LLD-Center= 0.17 IN=U526 Total Load: TLD-Center= 0.28 IN =U327 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2416 LB Dead Load: DL-Rxn-A= 1517 LB Total Load: TL-Rxn-A= 3933 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.00 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2521 LB Dead Load: DL-Rxn-B= 1437 LB Total Load: TL-Rxn-B= 3958 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.01 IN Beam Data: Center Span Length: L2= 7.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 220 PLF Dead Load: wD-2= 110 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 342 PLF Point Load 1 Live Load: PL1-2= 1487 LB Dead Load: PD1-2= 1140 LB Location(From left end of span): X1-2= 2.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 360 PLF Left Dead Load: TRD-Left-1-2= 180 PLF Right Live Load: TRL-Right-1-2= 360 PLF Right Dead Load: TRD-Right-1-2= 180 PLF Load Start: A-1-2= 2.5 FT Load End: B-1-2= 7.5 FT Load Length: C-1-2= 5.0 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'= 2785 PSI Adjustment Factors: Cd=1.00 Cf=1.07 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 8881 FT-LB 3.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 3958 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= 38.27 N3 S= 45.99 N3 Area(Shear): Areq= 20.83 N2 A= 38.06 N2 Moment of Inertia(Deflection): Ireq= 153.19 N4 I= 166.72 N4 I Uniformly Loaded Floor Beamf 99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 03-06-2006 : 11:04:20 AM Project: CORDEIRO-Location: (66)9.25' BM. @ GARAGE HEADER Summary: (2) 1.5 IN x 7.25 IN x 9.25 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:40.6% Controlling Factor: Section Modulus/Depth Required 6.11 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.12 IN Live Load: LLD= 0.07 IN=U1703 Total Load: TLD= 0.19 IN = U588 Reactions(Each End): Live Load: LL-Rxn= 244 LB Dead Load: DL-Rxn= 463 LB Total Load: TL-Rxn= 707 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.55 IN Beam Data: Span: L= 9.25 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 0.66 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 0.66 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 75 PLF Beam Loading: Beam Total Live Load: wL= 53 PLF Beam Self Weight: BSW= 5 PLF Beam Total Dead Load: wD= 100 PLF Total Maximum Load: wT= 153 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1050 PSI Adjustment Factors:Cd=1.00 Cf=1.20 Fv': Fv'= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1635 FT-LB 4.625 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 707 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 18.69 IN3 S= 26.28 IN3 Area(Shear): Areq= 15.15 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 48.61 IN4 I= 95.27 IN4 _ I Multi-Loaded Beamf 99 BOCA National Building Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 03-06-2006: 11:12:16 AM Project: CORDEIRO-Location: (66)3.5'HDR. @ AREA WELL Summary: (3) 1.75 IN x 9.5 IN x 3.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:27.0% Controlling Factor:Area/Depth Required 7.48 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.00 IN =U13177 1 Total Load: TLD-Center= 0.01 IN =U8201 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= ' 5084 LB Dead Load: DL-Rxn-A= 2380 LB Total Load: TL-Rxn-A= 7464 LB 1 Bearing Length Required (Beam only, Support capacity not checked): BL-A= 1.90 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 650 LB Dead Load: DL-Rxn-B= 493 LB Total Load: TL-Rxn-B= 1142 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.29 IN Beam Data: Center Span Length: L2= 3.5 FT Center Span Unbraced Length-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= 160 PLF Dead Load: wD-2= 176 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT-2= 352 PLF Point Load 1 Live Load: PL1-2= 5174 LB Dead Load: PD1-2= 2202 LB Location (From left end of span): X1-2= 0.25 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'= 2684 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1855 FT-LB 0.28 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 7464 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= 8.29 N3 S= 78.97 N3 Area(Shear): Areq= 39.29 N2 A= 49.88 N2 Moment of Inertia(Deflection): Ireq= 13.72 N4 1= 375.10 N4 - -J' Footing Design[99 BOCA National Building Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:03-06-2006: 11:03:57 AM Project: CORDEIRO-Location: FOOTING B Summary: Footing Size:5.0 FT x 5.0 FT x 12.00 IN Reinforcement:#5 Bars @ 10.00 IN. O.C. E/W/(6) min. Footing Loads: Live Load: PL= 28553 LB Dead Load: PD= 15667 LB Total Load: PT= 44220 LB Ultimate Factored Load: Pu= 70474 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 2000 PSF Concrete Compressive Strength: F'c= 3000 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 5.0 FT Length: L= 5.0 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.06 IN Column and Baseplate Size: Column Type: (Steel) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Baseplate Width: bsw= 5.50 IN Baseplate Length: bsl= 5.50 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1769 PSF Effective Allowable Soil Bearing Pressure: Qe= 1850 PSF Required Footing Area: Areq= 23.9 SF Area Provided: A= 25.0 SF Baseplate Bearing: Bearing Required: Bearing= 70474 LB Allowable Bearing: Bearing-Allow= 107993 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 23124 LB Allowable Beam Shear: vc1= 45043 LB Punching Shear Calculations(Two way shear): Critical Perimeter: Bo= 50.25 IN Punching Shear: Vu2= 67384 LB Allowable Punching Shear(ACI 11-35): vc2-a= 113171 LB Allowable Punching Shear(ACI 11-36): vc2-b= 158778 LB Allowable Punching Shear(ACI 11-37): vc2-c= 75448 LB Controlling Allowable Punching Shear: vc2= 75448 LB Bending Calculations: Factored Moment: Mu= 485426 IN-LB Nominal Moment Strength: Mn= 518085 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.48 IN Steel Required Based on Moment: As(1)= 1.72 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 1.44 IN2 Controlling Reinforcing Steel: As-reqd= 1.72 IN2 Selected Reinforcement: #5 Bars @ 10.00 IN. O.C. E/W/(6) Min. Reinforcement Area Provided: As= 1.84 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 25.75 IN I r 40 ., // /1•GYP.BOARD Or'I.ito U III"(((���' I(O� G PLYWD.SHEATHING 1i n to ll'-6' %4 IPE DECKING ON r o 0 / P.T.'OLF OOR p15TS d 1 N N 2X6 CRIPPLE WALL a 16.04. ` IT-6' 4'-0' 12'-0' 22-0• 16,0' 1 I TOP OF WALL 0 REAR 2X6 P.T SILL W 1/1' v 0 0 PORCH TO BE(2 I/2'./-)BELOW ANCROR BOLTS 0 ��'` 0 00 3,6 3/16' 4,11 21/32' / 3,6 3/16• / PCUSE FOUND.WALL 6'0.O.G.(TYP.) ,0 UI 11! u' 10'CONCRETE NCRETE ALIGN.2 TOP R \ ./� 4 0 FOOTING W KEYE FOUNT 0 HOUSE S 11 U J\ y� • ff4- 11 �� / AX II <; �� vN,��. :1L •I. .iL RIM JOIST LYYYbD _ ��' "���- 1" .11 � I S V1V S VY \- \ \ \ 2XI P.T SILL W V7 • CELLAR SA-SHE `CAST 2Xa KEY IM PORM .•.. A / •� / r(CEMWTITE �EHES E) FOR PORl.11 WALL —�20 l V4' �10/Y-6 3/4' Ib'-0' Al /�„ III 10 rr W// \� ;AREA WELL°'°"E HAUNCH DETAIL FOUNDATION WALL Q� �' O I UIEXCAVATEO •—DRR TR R WALL I SCALE, In' I'-0' '\ O A8 / TO LEVEL OF/WIND W I •'f_4 ///"' WALL a DOOR/WINDOW 1 m 0 ' \ V E .,.r. - O ....'� .�.•,:. '... T113/4'%Ill/B'WVL r .r r . r . ._. .r r .'� .. -. r . . .. I BEAM POCKET 'n t) 7 A5 REWIRED CELLAR SASH Q (I BZ �� 0 41 ��gqUUNN���H1�EI� �{»��y4 1 UP 13R O l 1.2'/- \ ` m Q (� S .11 v I 1 - - •,* "o/ ;,.1 e - 1(i 2-51/4• a-1 5/6•, 10',1 1/B' 10 13,6' YL Ell / 5 fi' 5 I/2 p,-r4 112' II-1' /2, 5'-2' / 9'-IO/4' IH IS-C' 2":—.7 il '/, ,B'-II' 1 m IS'-4 9/4' COAL EQUAL , Q CAST 2X4 KEY PORCH WALILF � Im Xo CQ'2O (YIIyF) -_I'2 "'I P'('•0 m E- (3)P.T.2%10 — �✓ (3)PT 2X10 N W A5 REWIRE \ .: r l C Y -' 1 --mil.-• ^ • \ ' .."—FOR \-. ���''iIIO 32 STEEL BEAM ' WIO x 115TEEL OEAM WIO X 23 5 4 �110 X 22 STEEL BEAM y ,$y[u m 10'DIA.CONCRETE TUBE .. ..•'':.�:•6. TEAT/S T.—._ — —.— 1 C rc � ON 2E,DIA.131&roor F00TING n I UP-I�3/6•,/-i - 4 ` 36%% SI/2'%5I/2'X I/1' 14WP4Ih'=I 42 -'J _ __. I ASRE01*500 Zo Q m I I STEEL PLATE AT ,+,1I = ry BASE OF COLUMN P i' / —'— — (2Y 1 3/4'X 11 1/H'LVL 1 1 3 4'% l/6'L I]•DIA.CONCRETE TUBE 1 — (� / V Y xl -T - - .� —.—./3L 2X 1 5 1 CV O— I A EM N ; '� —'— � 6FOOT'FOOTING B S E T 1 a•x 9 —{i. /AY)•oL. a.I er m 2) 3/ v2•LVL(FLISiU -Ig ; IB'A 3/, el 6'-10 V4' b'-101/4• �I 6'-5 I/4• of 6'-B V2• 6,101/4' 34 / , 1,9 V6" `kb)36 . 1'-b 1/B• 0 Y .1. •___I.__ i___ ----. ___� :___ __� ,.?,..?,_.1 3 �I _- E-O f6,40ny QnO.' OU0- 1 f 1 . _ _1/6_. - _ p aFi��� ani 3�'� (21 3/4.'X WV L.L1 13/4'X II l/B' . 4T2)1 3/4'X II 15'LLV T 42)II 3/ .XX 11 l/6'VI. ('1)13/,X 11 L4 Y L Q Q�p 3 -� --9 T. , — U y SJOUU 116 ``'' LL I I I -_dl (3)PT.1X10 �Til,r (3/P.T.�XIO �`a OaS `Q�60U SOB ml L30kPoJ36 36 ' L30X30J ry I __ i"T�-an.cr r'p�-• m I__, I :IL 2V3a'y�0c ,r,.E O� `tl0 I I • ,1 �J r Ls()�"y_o�p.. 14' H'-6' lo' ir _ � I I A. tS oqy��kR�Rpo'` o • • .. _ koo56��..1�E uvs aq 7. o ,/, ,r: CI I '� r r .. r \ xI -51 ` I� '� p :.2 l W dl =1 LAST 2X4 KEY IN FORM • lx c I V N.(� FOR PORCH WALL : U) LELLAR •SASH CENTER WITH Q 4 �i Z . WI m IIDOW ABOVE r KAAM'1 POCKET �/ / UExLAVAiED� _ I 4 A$REWIRED m� � ILJO /� ® .—. .(27T4i %18�LVL. y 4 - .r, �\ �(. _ _ . -- .. -. •_ Z t P �TExcAVAE0 - JI Y �"' .. ai REVIEWED z (// ',I' 4'CONCRETE PAD W 1 0- . rz /, A •• MUNCHED FOOTING AT r.J ® V_— 4 V o 0< OO FRONT PORCH Cam/} (SEE DWG B/A1)� m ` :.� CAST 2 4KEY IN FORM—/•m i ••7 BUILDING DEPT. v H LL O I ERPOiLHWALL ;.�Y1r.1�1m!!ABLE.J I NV LJ�rT. DATE 4 kn • ON 2B��LORErnKL ON FOOTINGS UP TO - 4jJ GRADE LEVEL �1 O r Q • FOOTIN IV KEY FIRE DEPARTMENT DATE V dl(�l m 2-9 2-4 ORPB0.0 GRADE 22'-Iva•OF WALL AT "'4• BOTH S!G/r/.(lTUR.^S.4R REQUIRED FOR PERMITTING / / 5,6• / 14'-0• B'-O' 14'-0' 16'-0' Job no.: 0456 • f date . DEC.25,2005 52'-0' / scale A5 NOTED ., FOUNDATION GENERAL NOTES, drawn . KMW _ -FULL HEIGHT CONCRETE WALLS TO BE -BASEMENT SLABS TO BE 4'CONCRETE -COLU415 TO BE 3 I/2"DIA.CONCRETE Z , ` 10.THICK ON 24•X12•CONTINOUS CONCRETE (3000 PSI)ON 6 MIL.VAPOR BARRIER .FILLED STEEL PIPE(TLESS NOTED) C rev FOOTING NUKEY,PROVIDE 2 ROWS OF s4 OVER 6'WELL-GRADED GRAVEL H REBAR a TOP a BOTTOM OF WALL.WALL COMPACTED TO 93%MAX.DRY DENSITY -FOOTINGS 0 COLUMNS TO BE 12'THICK; 1* FOUND. TO BE APPROX.9'-0•(REFER TO ANY FOOTINGS42•%42'AND LARGER Nl rev. FOUND.PLAN/SECTIONS FOR WALL HEIGHT$) -GARAGE SLABS 10 BE 4'CONCRETE TO NAVE s5 REBAR O IT 0.G.EACH WAY (3500 P51)ON 6"WELL-GRADED GRAVEL (FOOTING SIZES NOTED ON PLAN) L j 0 -CONCRETE FROST WALLS TO BE 10'THICK COMP.TO 95%MAXDRY DENSITY;SLAB 2 • • S FOUNDATION FLAN ON 24"XI2•CONTINJ0J-CONCRETE FOOTING TO BE SLOPED APPROX.3"DOWN TO -CELLAR SASHES TO BE ANDERSEN s1611 o • rev. - _ - Q W KEY(HEIGHT OP WALL TO BE BASED ON OVERHEAD DOORS ry - ry GRADE CONDITIONS,4'-0•MIN.FROM FIN. (3W X IH GRILLES) SCALE: 1/4• e 1'-O' (200 SERIES)R.O.R •2'-8 5/B'X I'-1 I/4'; • O GRADE TO BOTTOM OF FOOTINS) -CONNECTOFR OF FULL HEIGHT FOUNDATION AREAS BELOW PORCHES TO HAVE 6' 0 W • f • WALLS TO F FROM 21LLS TO BE SECURED W 1 D0181.E SILLS TO BE 210 ON P.T.2X6 SILL KEY(CAST 2X4Y WELL-GRADED GRAVEL m w+ I W 1/2"ANCHOR BOLTS 0 6'-0'OL.MIN.AND W O 12•FROM CORNERS,THERE SHALL BE A MIN. 0 OF 2 BOLTS PER SILL(GARAGES N PORCHES _ VI/• fROSTWALLS TO HAVE SINGLE SILL) N, mx: 1 0F 14 ' • / ll•-b' V J 0 y"^�J En ! 22'-O' 16'-0 N N A, f 3'-6 3/1, j, 4'-11 21/32' / 3'-6 3/16' / 4'-0. / 5•{ ! 5-b' l'-0' ! 1•4/4' / 8'-2 3/4' / < ((mo�b NN yN �cti �mPmx U 0 0 11 rrnn • �� o VJ t I m off+ NN v, ETC AN Sv V m \:" I WTXI 2 2((TEMP)) WDM 3052 -,-p., 7 4:...0,- 0 in 1-10 %S4 l/B I 2-10 1/6 X 5-4 1/5 IT DIA.FS COLUMN§ !,, ,zq 6,1/2. 4 (`Ill I'l �O W/(3)2X4 POST DN. U l,/ \ BREAKFAST - _ f2(T' 1%4 MANObANY ® PORCH on P.r. i N Q FW0 31 IIAL -10 3552(TENN 1/5 O B-I% II �D\ 2-10118 x 5-4 l/B Q FRAME ONNPT SRS _ I W IX RISERS \ \ U^ o /p ,.� I ;\ o o ► �JL L 0 3 TOM SCREEN ..I �\ P PANELS •`KITGMEN DESIGN • y < g 0 ° 66 P.T.POST YU BY OTHERS IX WRAP NO RETURNS) S 3/4' SCR.PORCH -,,lp c W1N06ANYp�I(IN6 I -- ' 6AS FIRED )0 P.T.STRINGERS 3-0...PR DOOR _ METAL FIRP ACE 1f \ \ W/IX RISERS m W FLUSH HEARTN C 1 Ili • 'n FDA ON P.T. 4Ox xa-o ` C FAMILY /ANY r_ <—ON. - 2-4 1/5 X 2-4 1/5 x an -- KITCHEN I49 ° n y('a` ' 2 &STT..-BEDROOM J 5 ! / ''=u_/� 51READ5 2-2' - /// �lr 13-6 Kli . . �i�I I --- ' J '•\` - 'ai.i �/ Yy o 4.4 lo-SXo-B co. /� PORCH FE] .D W m, 3 - �/ ii I ry LOWER HALL 1UP-IbR "l,e/41n' '",{ ,!� F FPN2TbIIA1 g Q v ; 2-1 X 1AL - �„ Q ' WDN 24ab ° LAUNDRY q6-6 c.o -5 S66-r�yy-__kk \- MAN06ANY DECKING 2 o 1 \'l E/ ON P.T.FRAMING 2fi l/8 x4$T/8 !/ • O T'-3 I!2' /1 5'-4' \' ' /! _ �� �•.•._. } .,. 4'-0' ! 2'b' /2-8 I!2 � -q 2'DIA.FS.1/2 COLI.PIN 0 0 o tit' S 3 i Y Tl ut MAHOGANY DECKING PTRY. 2-6:tG-e _ _ 12•DIA.FG.COI.WN— 0 3- „� UU � w IX RISERSiN6ERs PTRY. RM. .�`"-- j ��: I Y°_ 0 `Q,6 s c r A D 6 _ b-0X6-8C6.---- P00 �-• _ •P _ rPgp�os?_“o nu 000 FOYER 4 BATH. • .4a'a-$E-i'E n o "�a o q%6-8 GO BUILT-INY �n�rlt [rULL E0��0 O W.I.G. p tiY'"..jg�6 0.-=oLK TIERMA-TRJ 1 TEr t.g-10J a= -, a .1 t, ?p'0�:n 2 t��O�' \SP'OOM STAR S-2150(LEFTI \ a� ' 'IT ._� AW 251 �-m�Q- $ 0s:•ac2 C (F�U5H 6L50INGS11-0 1/2 i 'I_ ` C -'91 R O 0 La 6�-; E MUD RM. ' 2.T/8 X 2-4 UB F Sp _ c`6 a�,= p in - § ' m >,g q�� i kop53P ..32E`u�_'o-oU T T ry\ i - \ —___ ——4"——•v DEN/STUDY ��t S6X6-0 CO. .2 0 b/6 X 2-0 5/8 SS ,, 2-6 1/8 XX 4.4 1/8 2 j WON 28510 j� 1.. E7 a } Q T. 2-10 I/8 x b-0 VB 3- WDH 2552 d y j § 'I' 'nY 2-10 I/8 x 5-4 T/8 ' '}' •r. O le/ Q' � � _i*'n DININGn LB WON 2442 0 'P 1/�' 4l I 2-6 1/8 X 4-4 1/8 . MN 26510 ry Q kn Sr'c�j •I/ l'�+q X C '4 BLVE3TONE PAVERS AT \ \ t N� 11 hw , v - FLOOR Of PORCH S `� ((�� Z LI)Ill ?�ry // T FIELDSTONE VENEER AT �f.J Q TIF\ /B�' \'/�Pv re N PORCH q WALLS (O, O . ;. L.- '':' x GENERAL PLAN NOTES IIY / � ., /. / �m �m PITCH FLOOR APFROX. d Q J = /4'PER 12'AWAY 1I' �o- O FROM HgSE -ALL EXT.WALLS TO BE 2X65 b 16'OZ.. 0.-"' r. ,,''11 Q 3,..., , x n -ALL INT.WALLS TO BE 2X45 6 16'O.C. lJ-1 M 1,T / � AU m ��� © _ _ _ _ 11'DIA.F6.COLUMN (UNLESS NOTED OTHERWISE) (� q@ F W/(31 2X4 PO3T DN. cl �J ` % m / BN3' 6q L 69 •BE265 WALLS ITH(TPI(TYPICAL) DOORS TO O IY X`, �• ! 'A O ~ -FORMOON/EXTERIOR TTFRENCH DOORS BY 1L PNDERSEN'(REFER TO ELEVATIONS / Iry 1, FRONTAN E IDE ENTRY j 4-O' / 2'-9" / 2'-I' / T'-0' T'-0' 4'-O' 4'-0' 3'-1 1/2' b'-9' 3'-T 1/2' 3'-1 I/2' 8'-3 1/2' 4'-I' -FRONT AND 910E ENTRY DOORS Job no. 0436 ! / / / / / / / B/51MP60N' -REFER TO ELEVATIONS FOR WINDOW date DEG.25,2005 5'-b' 14'-0' 16'-0' / / / / / / !- AND GRIILLE PATTERNS scale z AS NOTED 19'-6' ! drawn r KMW Z ■ I- I-O rev. . • FIRST FLOOR PLAN oo 4: 2]lO SO.FT. Jry . SCALE. /4' v I'-O' GARAGE:"I1650.FT. W 6 ��/1 O �W G) _ O . 2 U no r('' 12,0' 4.-0. 12.-0' b'-0' 14'-0' 16'-0' - In In 11— 0 0 3-6 3/Ib' 2,5 13/I6,2'' -5 13,16' 3'-6 3/16' 4'-0' 4'-0' T'-0' T-0' T'4 I/O 8-2 3/4' / pm / / f / / / / GENERAL PLAN NOTES < 6 ,;.' P.., -ALL EXT.WALLS TO BE 2X65 0 I6'04 I I ,y4la 4'-1 3/4- 4'-I 3/4' r ` T d 1 -PLL INT.WALLS TO 8E 2%45 0 16'04. v V 1 :�� 0 T '-. % 1.04.E55 NOTED OTHERWISE) _ 0 10 '� �4G O S -WALLS/ITN POCKET DOORS TO O 1n Y! Y! .5, A ,e BE 2%65(TYPICAL) u``' i ,gyp+ /M. S� 0 0 -WINDOYVEXiER10R FRESCO DOORS BY V 14,1) x a .`y . s' FOR GRILLE(REFER ELEVATIONS �'1A`' rV 1F m -REFER TO ELEVATIONS FOR WINDOW • o - - - RA.HEIGHTS A %fL ER SODR \ \ \ '� GRILLAND GRILLE PATTERNS Q` WDi128410 WDH26410 Q Ems ' 0 L 2-10 I/B X$S,/B 2.10 I/a -O = L IIli m SITTING Sx nX - r ` TOO 20410 Y/TR 0523 < n I I' r Q © 2-1Ovo X5.Ova 2-10 Vax2-s va 4 '1 4'+� (\ 1.0 IMF N g v k \ \ -. 10-0%6-8 CO. Q 4 —_§ • Imo'T e T1 0 . -� Q --I Ea �\OS SEAT i�/ CUT INTO DIVER 61/0RW �.F� NSTALL OVAL WINDOW�e 5N01MNERLE PAN FLASHING :A HORIZONTALLY 5 Inw\ ` 9.O 10 .-Qo U O 4, 2-6X6 BZ = (1`\ �. 1 g POCKET D \ '�A— I •X� (L� �N LI MSTR.BEDRM BATH. `� cO U ---'- 4 W.I.G. 0' I F �i LIN. LIN. m EDGE OF FLAT CL6. Q 4 STRG. } 4 J'b I/2 3'-4' / 3'-0' S'-II V2' - 3 I/1' a'-4' 1/2' 4,4 1/2' 2'-10' 1/2' Wn IC �y �•. 6X6 P.T.POST W/ CF R106E A/251 IX WRAP(ND RETURNS) Q .STORP6E 7-4 l/8 X 2.4 T/8 a I 5 I/2 f J A MAH0GANY ON P.T. / POCKET I Y,'/ ry 1 36'TALL WALL FRAIk C \ UPPER r I ON LINENm HALL < w1�01�`-'/' W.I.G. - 4 TREADS 0 4 v2' LOFT ) 9 F6-0 x e n a P 4 . PDR.. ROOF DECK 1°,47TpGF \(2L-2AABOVEZ / RM. RAIN HOUSE 2-0 5/8%�-0 5/8 / \ + g- - - -\-- OF RIWE i '41_A P Q p NHD�SE EWE OF FLAT CL6. r n Y y�. b'10. 3'-11 in. ,',.-1 1'-6' 3'-4 1/2' 5 1/2' 5,11 1/2' tib' -T U2'n T'-B I/2' 3'-,I/2' I3'-b'ry fiT•-y 0 0 u v Sin 0"goo,. s. ti 0 -116=BCb.-'' S --saXo-ac. <� I -.-U'�'SQoo�-5F'$a • \]io8 X4- n + S g2.�p000c�iamo�soaa : Ili �2n J ,— h �- A. FaxQ frQa�ap�a=�p4p \� ^ r^-_lt _c C~ 4 Q zmykb�5.x�$p°umua€0 4 k oJs4 32EoJO-oi BEDRM. I 4 41 BEDRM.-.2 A/25, m n EDGE OF FLAT LL6, 2-4 1/6 X -4,/a \ Ta CWE'OF-FLAT-GL6. �v/ l l (��(� �� — zr,,,,. -0'KNEE WALLS / 4'-0'KNEEV WALLS _ f �+ IL V) '• BATH. , W O Q EO)AL ELVAL \ / EOJAL EGUAL 1I�I °� 1` ln ' I _k SEAT `.X:AT •� - 1 G' W V'V / • a'r 1I I O .4%1 ,„ ``� / . //J./ .. / 9'-0' S ry 4'-0' ;dJv 9'-0' n / ry 9'-0' / q l/4' / 0 2 3/4' / /�� y IL IDI • / A• .�IW 52-0 _� _ f COI 4W-1 W In Si K�I 0 ® Job no.. 0456 dote DEC.28,2005 scale A5 NOTED drown . <MIN Z • h E . SECOND FLOOR PLAN 48150.FT. °N n SCALE /4' 1'-O' BONUS:43850.FT. 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T I Ih 1 ,." 9 I/2'LVL (FLUSH LOAD BEARING HALL O r Y �l R-19 F 6.INSUL. PDR.RM. Z. �_ �4 12'DIA.Fb.COLUN9J DINING �KITGHEN BREAKFAST - ,\ m DINING (IN FOREGROUND) •o V (p W 3/4'TIN PLYWOOD1 'I • 11 WC.SHINGLES 3/4'Te6 PLYWOOD 9 V1'AJS20 FLOOR FIE III TONE III If1'CON PLYWOOD 9 1/2'A,A-20 FLOOR 11.13 1STS Fb•I1Nl LA ION RISERS I PORCHE 2X65013.OL JOISTS.16'OL. 5U8 FLR, •� �W/9/4'Fe. LVL RIM - TREAD ''� R-19 Fb.!NBA_ hi 3/4�CgM.LVL RIM2 5U6 FLR. Job no.: 0458 CZ LL •FIRST-LOOK 'y LLL 9 FIRST FLOOR_ FOUNDATION WALL 11t 1.. / 11t70._/A,114 4.0A Al Al 4A,A_A.L1441A,t.__._._._ 11 1p1� TOP OF deee DEC 2B.2005 -2%b SILL ON :/>��>�i1>��%i�»�l��>i>l��/�/i��///��/����>�/����i�i�>�/ S. I - _II FYALO�WA0 • 2 6 PC a"LW'1A' -�■ SILL 4oe1e AS NOTED �... �2X6 ON ANCHOR BOLTS 2X6 P.T.SILL TV •b'HO BO 4'HAUNL�D CONC. ANCHOR BOLTS f3/13/4'X 11 T/B'LVL • �(ttPILAL) SLAB ON b'CRUSHED F •o b'-0.OL.(TYPJ WIOX22 STEEL BM. • STOLE BASE;BUILD UP (2) 3/4'%II l/B'LVL FLOOR NV CM)AS NEEDED/ Q BASEMENT • drown KMW (BEYONpI . Q 10'CONCRETE WALL `•% (2) 3/4'X II,/B'LVL _O rev. ON 2B'X 12' (2)1 3/4'x II T/B'LVL ~ CONCRETE FOOTING BASEMENT TV KEY I,. . : I- P o .e. . BASEMENT SLABS TO BE 9• BASEMENT SLABS TO BE 4' ON yo IT * ef)O • S CONCRETE I VVAPOR BARRIER OVER .' TO}APORTN \ 6 MNLRV PO BARRIER OVER ¢ • re WELL•6RADED GRAVEL STONE VENEER - \ 6'YELL-GRADED GRAVEL Z rev. - COM.ACTED TO 95%MAX. \\\\\\YYY... • S ACTED TO 95%MAX �Up N TOP OF FOOTING _ _ J -0N CDRY ONCRETE WNL. ----------- - ------- --------- ----- - ---- -- - --- - D CONCRETE•W4LL , _OF FOOTING oW A ��oP • ALL p m SECTION O N24 • SECTION O No N FOOTING W/KEY FOOTING W/KEY y. SCALE, 1/4' = 1'-0" - SCALE: I/4" = I'-O' .WI: 1 or 14 • 1.11 E 6)• U 6� 0 0 RIDGE VENT CAP LVL RID6EBOIARD III 0 0 111 UM �� 'r _ 1^ GAF'TIMBERLINE.ULTRA -AV III UM �� 0 ,�If ul u' RaiROOF SHINGLES %-A .Irj:, 2X105 0 lb'O O 4$S IO��, I3'-0. x ADO ..14s,., RIDGE VENT CAP ,^ �"' „AO' OIr 12 \ OVER 13/4•X II t/b'-'�> V 1 j,. .Ij1:. 10 LVL RIDGE BOARD I // \� •%%I: 1 GAF TIMBERLII�'I.LTRA V i�i f i a` j`\ .Iijj _ ROOF SHINGLES y`!111i11.Ayi 0. 00 __ --- 5/b•CD%PLYWOOD et!" ,O► 04%, .14COi• ONO'S•16.00. j 1,T!'� '�%:r 12 L ;��!� STORAGE ��%.� ;01D, e' I Wm,. a ,'�i� ainTAJsio FLOOR i�iir i,A��, oN Ix3 sTnnPPI�BOARD %i O \� .�► JOISTS a lb'OL. ISO ,\R . m YWOOD U J1'�,``J .�� R-30 FG.INSULATION I�j- Q j,--/ • W/3/4'CONT.LVL RIM 0I to 'i BONUS '` ID 1 :1.1.1. I etl�i ire6 P_�i,ilmY slwuR Oi 4 ain�ti s� GtiR • IXb EWE I CENTER d I/3'GYP.BOARDS JOISTS O 16'OL. •• V O I BEADBOARD gin STRAPPING / R-3/46iO LVL INSULATION IM ` (2)15/4'%A9lIl L 1,1 L TOP OF DBL (FLUSH/BELONV roUM wnv) }1 I 3) 3/4'%9 2"Oh PLA •E O 6ARAG 1�111'I/�i�i!IQi!Qll!�!Q1.1!i!i!jQj!JjQi!ibl_Il!i1JQ��i�l,Qi!i!I,Qi�1�11!��i!IQi4b_11�!i!I�j!i!IQ�iTIQi!i�IQI I►� I kt 51 (FLUSH)SHIM DOI'PI s III ,. I AS NEEDED TO ALIGN - _ , 1 1 " 1 _ FRIEZE (2)13/4'%9 I/2'LVL _• DECORATIVE MN I LOWER - (RUSWBELOW POINTLOAO) U 0 I HALL PANTRY S 5/B•PC GYP BOARD ■• 00 „�', I a-•-0 LEILINK a NOVSE WALLS C 1p1 L L' SCRN.PORCH _ 1p1�NF HEADER ]DIL 'L Is W12X2b STEEL BEAM V1/2% WLI5HIN6LES T L u 7 c o SCREEN 3/4•TAG PLYWOOD FLANGE OP STEEL BEALER BOLTED TO M 3'LD•X b 1, III 9 V2'AJS30 FLOOR _ R ItPA,INSIi. < ,�I 0 8 - JOISTS 0 16'OL. N PROVIDE BLOCKING a 5/B' Ix LAP IV 45003 F.C.GYP.BOARD A5 NEEDED CROWN MOULDING R-19 4"C NT.LVL GARAGE W/3/4"CONT.LVL RIM SUB FLR • IN MAHW.DECKING ON TOP OF FOOTING 0 FIRST FLOOR I P.T.2XIO5 O Q'3L.— '- :_._.ii-iiii'i1fi'it�Pi-if1 GARAGE SLABS TO BE 4• �- N N N N N N N N '6=. 4.4.4.1�.1..�.i.iy _ _ —NO TOP OF FOOTING 1 0 1.1.1 OO TE(35 P50 ON L 2/96 3%b PIT�S�LL W/I/2' • COMP.TO 95%MAX.DRY I /.1— 2%6 P.T.SILL W/1/2' ANCHOR BOLTS •. APPROX.3'D TO BE SLOPED b V_ * iI �/�I I i0 BE AT SANE HEIGHT BASEMENT SLABS TO 8E 4 i �ON 24'WALL 0 \ A5 HOUSE WALL CONCRETE(3LYAO P51)ON !l1��4 CONCRETE FOOTING b MIL.VAPOR BARRIER w KEY 10'CONCRETE OVER 6'VMU:GRADED FROST WALL &RAVEL COMPACTED TO ON 24•X 1Y 95%MAX.DRY DENSITY CONCRETE FOOTING YV KEY SECTION • SECTION SCALE, I/4• . I'-O' 0 0 SCALE) I/4' 4 I'-O' Nfi`'2SSD Eli mQ.6)o0 U(T RIDGE VENT LAP 7 tBOLS J COO /�6 13'-0' OVER 13/4'XII t/B' Pi. A--s6 CYG��t LVLRIWE XII 1/ #� UODO_§c-6oD�S66 GAF'TIMBERLINE'ULTRA +dig-�J�� yE0��0mJ ROOF SHINGLES 0 5/5'GDX PLYWOOD 0 1'„`k Sfr' .8.1HoOcZ°°2 ® - 2XIO5 0 IV OL. IZI o C O Am..aU 0 am / \ uoSV�Ogi<f U�2 a��b L / 1 it is :: I' ii i ii 1i I II y ' 2X65 0 I6'OL. _ _ AN X^$ • , 1/296YP.BOARD TION I- 1 -, RAND.SHEATHING a \ „/ I • I 2'G P BOA -- X4 IPE DECKING ON z O ON IX3 STRAPPI I ; / P.T.2XI0 FLOOR GISTS 1 I _ A3X4 CRIPPLE WALL 0 lb"O.C. W 0 I (D 13/4'X 9 V2'L .�a-^\I I ;!I BONUS _ nNGNP10F5BILDLT�S a - V a 1 Q 9/ TeAJS]O F N b'-0'O.G.MPJ I�- W V' z J01515.Ib'D.L. z o R-3/FG.INT.LVLR ALIGN YV TOP OF - I''�F f(� WV 3/4'CONT.LVL R B1B FLR. FOUND O HOUSE {L ,` r SECOND FLOOR �c I O V TOP OF DEL. PLATE 0 GARAGt _ -- - '- ► EZ I 5/B'FL.GYP.BOARD •IL kit 3/4•P.T.PLYWOOD W QI f/(� 0 CEILING a NLEC'A WALLS WC.SHINGLES - 'I I , RIM JOIST <V/ ,n ! I 2'CDx P YNiODD V \ W12X26 STEEL BEAM W/2% 2X65 6 16.OL. Di Q 7 C NAILER BOLTED TO TOP OF R-19 Fb,INSUL. 11yL L FLANGE Of STEEL BEAM: 9 U7,4 V2' Q • PROVIDE BLOCKING a 5/5• ' 2x4 P.i SILL W/I/1' F.G.GYP.BOARD A5 NEEDED [2VbSLLONJ GARAGE g. O GARAGE SLABS TO BE 4' - - CONCRETE(9500 MO ON WG.LCU�NieD OfwvcL ____.____ 4 Job ro.: 0456 r COMP.TO 95%MAX.DRY A DENSItt:SLABTOBESLOPED O HAUNCH DETAIL a FOUNDATION WALL TOP OF FOOTING APPROX.3•DOWN TO F 3/4'Tab PLYWOOD I dote DEC.26,2005 _ OVERHEAD DOORS ..• �9 IIl A INSOL FLOOR SCALE. I/2'v I'-O" • - JOISTS 0 I6'OL. IC/CONCRETE " R-19 F6.coml.. ,ION scale A5 NOTED FROST WALL W/3/4'LONT.LVL RIM ON 24"X 12• drawn WOO/KKEEYY RETE FOOTING ''. COVERCONCRETE DUST Z KMW O _C7 I •J I:21- • U do NO . zO ry� (Re. , 0 OJT ds SECTION O o° A-8 G UN W SCALE I/4' v I'-O' • �1Vu V. No , c ess: 8 of 14 W r 122 " N N E 1 I U N N NOTES Q FIRST FLOOR JOISTS /(�� Rt P w TO BE BOISE CASCADE v, V 11/2" AJS-20'S @ 16" O.G. 0 W/3/4" RIM JOIST,UNLESS VW ` e NOTED I L J - ENGINEERED FLOOR JOISTS U 3 TO BE INSTALLED PER MANUFACTURER'S GUIDELINES al In 0 AND.SPECIFICATIONS V n j,i y0 p• LED6ERe 6 O.G. Vir x - POINT LOAD (FROM ABOVE) 11 0 Ea wk (PROVIDE BLOCKING I •- m N AS NEEDED) ® \LI,76,,,R•P.T.2%10 ,Jn R U m Ib'O.G. �' ',. 'Cj OTq O-:8-/' n i 0 2 43 s N rl >U 2%6 BUILT-UP STUD WALL ' ! P T.2%10 FLOOR .' CON-.(SEE DWG.VA-6 JOISTS o lb'O.G. 4'; 1 •,....::, I 11 E._ ill P.T.3/4'RIM JOIST- '.. I PANT.(SEE DWG./A-I) -L.,... .. LL1. 1 ___ _-_ _ 10 sl P.T.2xle L FLOOR /: Im I - __ 301516 16'O . NT` ..i.e. (3)P.T.2%10 IFLIFM) _,P.T.. fFWSY(1 WIO.,??EiEEL�YEPM WI.•%2:STEE EEPM WIO%12 STEE.EEAM LYuCLX 1�STEEtBEAA 1 - 1� I L - '-�--� Ya .uia o 1 ---;I--- .... - o m g-'p I n;,; . _ Q o nL" o 1`o�os5 c �r os (2 /4'%II'/8'L`l (2f 3/4'X T' L`.l p s; c il I 1� CI_:.—� f2.13/a•%9 W2'LVL I>=LI6N)i �._._._ "�� o� a9i Y����O:, r-�Q"nJQ mU 26 i-. x p€gs pTu AI e s- 03 D Os Grp, ,? 51 3 2 1 3/P 77/B'L IL a r) 3/4'A II T/b%LVLjp_)I-12 13/I X II Y6_LT L_F<� _L2)1 2°%II 1/ \L� (4)1 2,,II%B_L\t-1--- j _ 'd t y3' yU V O p j p m mE I I I c 9 3)P.T.222 FLUSNI' i(3 P.T2%IC rU fie-it o p p f v , i i : ,I 8 �prc� m1 1 II m� " ��"�°ouo fl 1 =l `I a1� koo 3�aE`v _o_oo 1g ;1 m. I • I I W t`(n z l v Q ;I ., �I L' ..: W\1 1''2 s l Q ml I ej DI04 Z A —I e e• STRUCTURAL DESIGN CRITERIA W Ili I - r - FIRST FLOOR 40 PSF LL Z f 7J i 11 l 15 PSF VL `i44i# Ce ATTIC/STO. 20 PSF- 10 PSFROOF 30 PSF 7 , ,,, ,,,,,,, ,,,,,,,,, 1 , 15 PSFEXT. WALLS l5 PSF DL IM INT. WALLS 50 PSF DL 00 0date pEG.2B,2005- 5-.. , - DECKS/PORCHES SO P5F 10 PSF eeb le AB NOTED • drawn . KMP1 - I FIRST FLOOR FRAMING PLAN o . Q S C A L E: I/4' . I'-O" - 8,R - LLm A-9 D o, a - sm: 9 of 14 • - N 4) 1 NOTES < E 1 1 - ALL POSTS g ENDS OF BEAMS TO BE 0 6(2) 2X4'S/(2) 2X6 ,UNLESS NOTED Q I^1) 0 0'S rn w i 1 - ALL WINDOW 4 EXTERIOR DOOR rVnJ 4) p HEADERS TO BE (2) 2X6'S IN/ I/2" 0 V J 7 PLYWOOD,UNLESS NOTED ALL DOOR HEADERS @ INT. LOAD g BEARING WALLS TO BE (2) 2X6 IN/ I L 1 1/2" PLYWOOD,UNLESS NOTED 7 2%4 3/ 4 U J POST I F000333fff - SECOND FLOOR JOISTS TO BE 4 III j� m BOI5E-CASCADE q 1/2" AJS-20'S IS" O.G. W/5/4" RIM JOIST, s 0 n UNLESS NOTED k, irt �� Il I t` V N `�� 0 �p ,.—LED6EPT.2%6 L Q X - POINT LOAD (FROM ABOVE) ; T rr (PROVIDE BLOCK'S AS REO'D) U 0 (3/2X6 (3)2X6 j�-_{�J)2%E n POSi� POST PPOS P'2 (� rocr 'T 6F—T.— 9Tq`,i0%771ALVA�._. IS"1174 '11WrAc— -rxr!<�'q�y+,y3rTi4"R"nwEvL-I ' � LJ S 11E1 INTERIOR LOAD BEARING WALL *X HIf,LW Q/ 'i1�10 (4 2%b I ` "1 kY V - ENGINEERED FLOOR JOISTS i POSTI TO BE INSTALLED PER • MANUFACTURER'S GUIDELINES r4 I (3)2X6 02X6 AND SPECIFICATIONS l� I 4 -Tr,)r31 ..Tii—r .--1—� :6 ill e I (I)13/4'X 912'LVL it,'2X6 4'-.-.-. . . ._._.-._._._.®MIW OST L T 1 (+ ON. I (2(1'/4'X 14•I.,L FR TO NDR —4 I I 1—.--L� r I 1 ),T.—_._._.__ — _(d12X) I J 2DOWJ(SEEDWG.NA i POST k POST j, 1•P -• — (.0, 4'X9I/4' VL jX _.J._.i (2)2�I2 XLR '%I t 1 J I—_.t _.—.——. 1_. 1m 2X12s0 lb.OC SHAVED 1` DOl1N(SEE DWG.6�A-l) 1` .:�p4`p Uo Lm6j 0�6 I2.Li34 X31'2'LN. ri ` I ( 13 '%5I2•2:_ dYr _ qU''JO N. C.Np r t klril OpOpF § Fyoo ,Vmpib0i p f2)2%12 r ��tt - ,- ,�,U�_Q ,,,,,Q 6 a�p i . ,ap j kXos 1)s§ Ep„_osov 1 j ) ) ) r ) ) ,r (51 7X6 1 I--(n ( ll mT v 1 Iraf. z jA d Q%b cL6 JOISTS L 16•oL. # I STRUCTURAL DESIGN CRITERIA LLI O 0 4/ �� I, �Ze ' _f3 X�roa - �` FIRST FLOOR 40 PSF LL DI v�I I ImL I 15 PSF DL f J J l(1 31 2XI ry of •� �6 $ I ) I �._ : - SECOND FLOOR 50 PSF Ce Z m IL i 1 CIS C I 10 PSF 0 16 / _ \ \ 1 xls xl e - ATTIC/STO. 20 P5F EY I- O 3, \ �� ti \ i mj °k 10 PSF LLJ IQIL fi,4/ A I _ z 13/4 X 9 I'2'L- (2) 3/4•X 9 •LVL (.2 3/4'X 9) 'L ROOF 50 PSF [� „. _.yak. ._.g._._. _._ ._.__.- •- FLUSN�— —TPLUS)� 15 PSF i/ [ Q/ Q ///j.,.44•41,4414114404it ] fj!1 9/4' 3 12•LVL ( 2X6 L-3� /� , / "'-°/ �(3)2%4 EXT. WALLS 15 PSF DL 0 ' ` Posy \� �,? - INT, WALLS 50 PSF DL N - DECKS/PORCHES 60 PSF Job�_.: o4sb q X 10 PSF OM.it, 2B,2005 �Xf"/ 6.61e : A5 NOTED /' SECOND FLOOR FRAMING PLAN ."400 KMW • SCALE: I/4' ..1'-0 rev. • ( ev. H sg A-10 ND, - 0 sni: 10 of 14 - . W N � � 6 N E6 U N NOTES /(O� x POINT LOAD FROM ABOVE p w (PROVIDE BLOGK'G AS REO'D) AX - ALL WINDOW HEADERS TO < 7 IV BE (2) 2X6'S IN/ 1/2" PLYWOOD, 2x10 01.6.J01JOISTS \ �I e UNLESS NOTED = L e 16'OL.oc. \�``-/\ - ALL DOOR HEADERS @ INT. 0 LOAD BEARING WALLS TO BE ''1 I\ / (2) 2X6 IN/ 1/2" PLYWOOD, J.L.1 N 72x10 y l CI 1 UNLESS NOTED L�l U n A 1 U Wir - INTERIOR LOAD BEARING WALL 0 2 �1 r; r'-t 2 0 GLG JOISTS r( m E ® 0 16'OL. S O V 2 1� i1L L � eo Q q 0 u 3051, Q 2%10 LLG.JOISTS POST_ 2x6 LLG.JOISTS IV 0 16'01. I v I 0 16'04. '•• (31 2%b x I fjl 2JI6 91 §N2 L I€= JOISn 2%8clbJOISn }"'I rJ i�i I:1' J *-1 PUSTT --- .__. _—if 9, -9, 2x10 CV, I I f3) 3/4 x 11 'LPL _. = V dV olb'O.L. 'ym`i �I I .�'3)ix4 sl — I 10 -0 30El - r E ID le no no .. I �o ,^0 00 o 'Ai 70.r. `0000Z,CW.'oo6 I I1 SoSr n® m e nm nl 1tf ya.§9-t` °°9<m 's 0 U O_ _ ,.1 AYE_ t 'Sd!nit96 u° oc 0�0�„D oOS05=cy 0 Q006 111. . r _ — • (3)2%10 (3)2%Ip �.--.— �yQ ,o .�15� � ,_, n• N � _IL ,,, N J ,hol,g„N,F,,,,tg i �3 di G i l ,o Jo .�io �= 2:. A. a V O 5 Imo osr 0N. :j° rz•13/e'x14 LVL s�.13/._xla�w._ STRUCTURAL DESIGN CRITERIA 111 W %' 5I 2%6 LLG.JOISTS `, 2x6 LLG.J^15T5 I-, `"'(3)2x6 Z I elb^o.c. 9 616'0.G. I POST ON. FIRST FLOOR 40 PSF LL (� / xl s I o I c ix 15 PSF DL O Q Q 'Ai 1\\\\1:: _tea SECOND FLOOR 30 PSF W vI— ( 2xe us Jolsno 16o.c. 1 10 PSF 42x G. 01s W16'o . - ATTIC/STO. 2O P5F ,el Z I1 n IOPSF z[Y/ \0444,40,4444, ,,'" Z.--i—'. 1---N y ri r-- m ROOF 30 PSF Ord �'�q / `/ 2%6 LEDGER' 15 PSF Alp `/ v dlln v SEARING YLALL Im - EXT. WALLS 15 P5F DL 'SrS'� �/ I� TO RAPIERS S/ / INT. WALLS 50 PSF DL iik".ano.. O4�} / - DECKS/PORCHES 6O PSF oeL.�e,2oos rq �.. �, 10 PSF le A5 NO ED / � / J wn KMW CEILING FRAMING PLAN NO O r°1v 2'ry O 8LiJ A_11 U ry ZR W ` en1: II OF - 14 0 1x10 RAPrEaS 1' 6 8 O Ib'04. .I_ I_' ® III y NOTES 2X10 NIP , ` 0 0 - ALL POSTS @ ENDS OF BEAMS TO BE ® --' -- b (2) 2X4'S/(2) 2X6'S,UNLESS NOTED PONT'f =1xlo. _ POS X4 s)2XIo. iil FONT b g dl XV °a o �_ V .� 0 0 - ALL WINDOW HEADERS TO BE (2) 2X6'S 2/00RAFTERS gy g s g� nM 0 ` N W W/ 1/2" PLYWOOD,UNLESS NOTED R e Ib'O4. - d' r g • a p (I) V I ALL RIDGES OVER 20' O" LONG • t. 1X0RAFERS "" (I) `- 016'O.O. �lJ TO BE(I) 13/4" X II 7/S" 1 I I __ - PROVIDE 2XIO LEDGER BOARDi liAll• - " " ' ' OVERLAY FRAMING FOR RAFTER 4 E RAFTERS i I 2XIO RAFTERS D°W F'°A�a"°MAIL BEARING/SUPPORT I lb. EONGGE OF GEC CREASE U ] P I, lk,x. ooRwER ROOF L NE •_ r�-- I .. .1.1 to INTERIOR LOAD BEARING WALL „ •'t iiiiMMErniiiiiiii I exlo RAFTERS . n I 1I �I� i .—IL3..x 7:•,vL:IDGE — I 2Xe 0.C.RAFTERS 0., .�` , •`/� I1I II DZ U7LIII —L. k. ip lEa_=-- --. = ' , _- --- ...-- - 3/4' Il l/,`LV RI.., 1XI,RI•. Ix d0 d0 il II! 1‘,, I I )11= =all /\ "` "` lithi 6:1r. V V 14 se "e 1 ____ ___ 01_ 11 (7 2x10 o 0 1 ZOO RAFTERS --- ���� V ���� - .— — �'.IT/BVL IA'0.G. g_ O ----'- „... ii 1�I 1x10 RAFTERS ' - O ' L ,)1•I�1 I I_ Mill, ' , 1XI0 RAFTERS —1111 NN 11r '1111111 p.FAIN 1111— emmu eid ER TO SECTION A-A/1 1i FOR RAFTER/RATE DETAIL 2%10 RAFTERS I 1 I I �" 1 .. BEARING WALL BELOW I i 12X6 _ O lb'00. ' ° ' _$ rDN. for'�°°°Fe5 ba�Sono' _ f311XbMiligiSSIZIEk 12X6 §S`.��`�4 ��.` anOs3�[ w�` " 1XI0 RAFTERS POST L . - - lif ToM. 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I 0 F. 1,. 0 -/ / / 'rib) 205 6 D STATE BUILDING CODE REQU ' THE UPGRADING OF • ,51 COEA r r — ll I A.m ,o-,GI SMOKE DETECTORS FOR - ENTIRE DWELLING WHEN inFi 1113 �'r-i"'— cv t3'if ONE OR MORE SLEEP AREAS ARE ADDED OR CREATED. _ �_ �- - --- •,----V-'-- G =Jx (Vox nx� };xi DI`,i.. NOTE: A S ''RATE PERMIT IS REQUIRED FOR THE QQ.1 2u` .I�Ai Q. -Q INSTA ..• ION OF SMOKE DETECTORS-THE ELECTRICAL i Q m< 1 m P ' IT DOES NOT SATISFY THIS REQUIREMENT. — l� n (l) `� < < tii d (Y I ia:ll?5::• ..::i3:'s:`:ii£:;c i:ila::ieiici a ii ) /' i _ �`\ �_ _ __ —_ ,ram -� ,i , ' tc--- - i.i. t SMOKE DETECTOR,� REVIEW C..4, < ir ''' ' ... eD 11?_.... __ / s-9 CI, : e 0t _ ' t BARNSTABLE BUILDING DEP . 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SCALE, 1/4• • 1'-0' SCALE: 1/4• • 1•_0• 776 0.FT. . SCALE, I/4• • 1'-O' 436 SO.PT. ' . dr"vn : KMIN . . . 1 rOv. . F g oce ce A-4 $ W� w 0 ux: 4 of 14 • CUSTOM RAILM65, '� ♦1 • @ o N 0 • • • • 144' 6MU-TEAS.AND POSTS P'^1 ,^ FOAL EO/AL 7---- . ... �� UrJ V,st.,....../4 .. N N in ii) r.12 0CURVED RODE V' 0 0 ® I1^1• ///i NibbIX9I V( 1 1 �" ® / (5A3 PPIITcwVA1 VIQ—CO PRO AN f FOR /,`JMINDOW ACCESS:PROVIDE \\\` v,.. e FFER PAN FLASwNLG _t. I] - \ CVSTOM RAILIN65, /nI •� r ` BALUSTERS,AND P05T5V . 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TOP OF FOOTINb CONCRETE MR,PSI)ON 1X6 SILL ON `CENSI TO 458 MAX DRY _ -- \_ • Dxb P.T.SILL W If% - IIIuII ATP)• I • IC CONCRETE .._ - TO BE AT SAME NEIGM BASEMENT TOP OF PROSTAALL .- SLABSTO BE 4: 4 - cc O4'N%I lµ]I' -�\\ CONCRETE FOOTING ' `10'CONCRETE • CONCRETE 13000 PSU ON P :'• kV KEY b MIL.VAPOR BARRIER DENSI FROST MALL OVER b'YELL-SANDED T � • ON 24'X ID• 45%MAX.ORGRAVEL COWACTED TO CONCRETE POOTNDRYTY • TV KEY II 1777 l'+-.:-':.'.� l. • I 1,7.1- - -•46 SECTION E SECTION O C SALE, I/4' • I'-O• SCALE• 1/4• • I'-0. Lzv ROGE VENT GAP 2,y'a€a ssY Y a 0 o""L�.'"E L _ L�w06E4 BOARD TARO - .�'X,Vaa'09..py�°r :2a e a 'I. BAP SHINGLES 6e�L pOo�9s�E n° n`d ` sAP TNEIFFLUE'ULTRA • ,til c L°" n v5/e'LDX RYPIbO yy ppa °u-O`4DXIO.ValOG 0 ��°Q 6c4�a r^��m I lc / •1 k'o5 v-.sZE°bgason �l1I�!!!,�1�l�I�1�1\I Il1119�il�Ql�1t��11��1'1�1�!ll�1�1���1�1��91�•�b••�!!�1��I1II�•�!/I71'1�I•�!�IF��I I�•��111�t1•!•t• 1!�!I li ,i�!!• �!♦! �� /' , R-19 AS.DS.LATION , 1 I!2'6TP.BOARD .' RTMD.SNEATHINS - ` V kfl I ':.-•I •IX�S -" - • I%4 IPE OEGKIIY ON Z ,f P.T.7.XW BOOR JOISTS `l I I i- / •Ib'OL. ( O 1 -• (D 1 3/4'X 9 1/V L DX4 CwPRE WALL / I BONUS v •^I y- /. 3%4 P,T SILL W I!H' ln MOOD c I 4 �315 5'b Ib�TO ON 4 •�, 6'-0'OC)15PJ I FWD _U 1 J z I W 3/4.CONT.LVL R`1 I P POUND H•TOP OF ' & Z({� O 11 {R I - e,l ys FLR. PUT e G OF DBL !•t,_ A- •S� A !d M. LdIQA.� l-0-0-0l* - - ii'A A L — — — - sEwND FLOOR ® 11' o -I W iii '5X'PC.OWP.BOARD ••� lL �1 1 CERINS I NOISE MALLS 'IL 3/4'P.T.RYYtlOD <N/ 1 Mr LON•N'OZ. 0,D - 'I I • RIM JOIST 1 I• 6(1'��• �am.. NNAILER 501 FDA76 STEEL B TO OP D%bs•s 16.0L. 1�-AI LLI NL Z FLANRE OP STEEL BEAM: R•19 Pb.INSI.L. . - 'I✓' IL Ce CI PROVIDE ELCCKII0,5/8. '" 9 1? 4 VS' • FL.OW.BOARD AS NEEDED ' - 7X6 SILL ON OX4 P.T SILL W I!l" - • O ^ Q GARAGE 33 P.T.SIR J5 • 1 �(91�P05T OR b'4 (M'J ANCAOR BUJ ID I� - 6ARAeB'AABS TO BQ 9' 1 •FIRSTTFFLOOORR a• . ki- CCOOI•P.T EREA MAX DRY •® L I • • Q' JOb w.: 04% 0PFROX SLAB TO TO SLOPED TOP op FOO N� 3 TO ,4. A P1111000 I HAUNCH DETAIL ® FOUNDATION WALL data .... 3H'T.6 RYYWD • • O • JOISTS•-20 L. SCALE.112••r-O' DEC.• SH.5003 . 10' - Rig Fb.Df1LATION FROST MML W B/4'LONE.Lvt wM scale A5 NOTED 0 O 74•x N OP • CONCRETE FCpRNb S'CONCRETE q/ST dram �•^N COVER f'.0o0P5U z hF 3�V ( flSCALE: 1/4' • 1'-O'v • RML: a of 14 1 ll • �• ll] n to I'" o 0 • "t U 0 • NOTES (O� FIRST FLOOR JOISTS '" P 4 TO BE BOISE CASCADE 1 I/2"AJS 20'S @ lb"O.G. IMF NOTED RIM JOIST,UNLESS L ENGINEERED FLOOR JOISTS U ] r TO BE INSTALLED PER MANUFACTURER'S GUIDELINES W k, ;: © AND SPECIFICATIONS f 1 L O • uo yo ><oER•olo L. 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LOAD BEARING WALLS TO BE (2) 2XG W/ 1/2"PLYWOOD,UNLESS NOTED J.T L /r Dx4 _ - SECOND FLOOR JOISTS TO BE ` —'— um____.__'E� i -'-'(i)-' X4 V BOISE-CASCADE 1 1/2"AJS-2O'S ACk Ill IG" O.G. IN/3/4" RIM JOIST, >" 4 U 10 UNLESS NOTED 4 i �i 0 X - POINT LOAD(FROM ABOVE) ® r'J6 44 T }\ ` 0 ydi N 1. (PROVIDE BLOCK'G AS REO'D) m CI 31 vm 3)vv ,�` DxeT —312:.e S E . POST os pe (�S U p PO —.— 3,'xi 4 7a Cv.tfrui-'_. 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Jo."o.: 006 . 4 . . ....,.. • [R..2e.2005 ecele : AS VOTE,- • • dour, : r,..., • ,-. -4-- • , • 3,,s, SEOONO FLOOR PLAN ' ,A,e,so., rei . . R __ ----.sor. o.°-. . §. 2.2 A-3 ., . . . . 1 . . • .„,.: ,gt, or 14 !I . . . . ,. . . . , .. . . . . . • - . .. . ., . • " • . . , ' . . ' . — , . -- . . . - . . stADING DEP7: JAN 2 8 2019 TOWN OF BARNSTABLE - .... ,. m • BOOK rc -i PAGE NftioyL, . 04,emormatz Afrxesae *--.-"*"'• il f/ i.,-- ...--\. ... commoret Ah_ .‘ edatair \ ........ IIIIIMMIlli fliE /10— 41% _____ 011.1•101M111111. AIMIAMO. ....... sr 4 a._ AAfhowiv —Pip 41, --- —1..... 1/1 •••••• ANNMALV \ LOCUS MAP SCALE 111=2000s — lommelem emenomm, INIMMIIIIM . smonannom _AL. N MAP 300 PARCEL 33 011•1111111•111•1111111P 40/11/MOD ENIP. 41•Milm. ZONE RF- 1 .1.......N• L ..... 4MAILIMOS MINIMUM AREA = 43,560 SIFT. 4/4P4 CYL •••••••1•1•11•• 111111.111111.. 0.411L,..mown , emIAL .\ 4m•••••7.41.. . jointin• 1....— .„.„,......."' , — — ...WO. \ .MTIL •MMM — 41 H w N203,, „... --./.- — '49 ----.11.-- --AL -----". 5 • Iv 05" 1 .1•1111•1•111MINIMr OIMMINIMIEMMO aillb 7 g*. W ..* N Alon•••• 49 .11 MMIIMINMIM OMMINIMMI• mwsMwm•monOsigmm '. "..7th S 411101 1116•••• emammomns Oe m••• = m •• ••••• ° amillmm (V 4 --"'""---•... __ .,t,„, -----ir, • 4, - - _ .........-- „.48 - •••••••MMIl I. .1111101• 411.••••••••••• mmus•••••• ,s• •• • ••..*:.°..Z eff. _5` ' se ..--- . _ _ __ .....ik..... _ _ _ _ •es . .......- ....it.-..-% -....... iiiik Mlninits • •••••••••••••••• 0.11•IIMMIII• illiMMEN=MIN• ••••=mmia 0 t1111•••=1111nr , _ , , - I ... .....m....... .... e........ -••• .....1 4:( . . ''--ti-?LAND .... _ 0 _ _ %... Af cz ao :.',;. :'-i- ... — —. • 1 c.4 c., c4 1., tv• - .. '4 01 co' . cb' 1%, v• o ... iv., co Se ere el,,i aa iaga 1 rgo SWW , sp "', ,94, 1/049 -v.": S 41 •83 ,' ' 404, (V ---r 1.•Co 11/ k' •PI. 4,,, 440, r 44 1 1 SZ),44r • p / \ 6* 4Fy • I's, is,Air4)- k .41 7 • eaz _04) I Iv v. .* * .,Eitiru, PAU 1."‘? SWIFT Q. r A. , .... , • Mi. i , ft) Lik. 345;4. LAFINE 0:14t i cr.z. Le. 11714M p. set"•°r 7 , a c;) 99q HAD hh eli OG. zsi in %., ; 4/ tsoci 0 1 Crp. r„b._278 I Sop,. 0 _ • ....a/, 0 . 0 t et W 0 0 0 It .z. .• -0 cr •• /ek.0 , I • 9 / N 88° - P0' , ‘ ...... 47,,•E • h i ih ... , S 880, ,,..,, h190.83 ?? NOTE - LOT 4 AND LOT 77 TO BE ONE LOT • IL/ 4711 w / ..... 3 t 722 SQ.Fr. LOT 5 AND LOT 78 TO BE ONE LOT e • i /93. 94 I 4/ 88o/". ....---\""`"--. „ 0".2"..----"'s 1 q v 47u 1.7.4...........20, 197 E • S eeol,„ • 09 ,, ,...r....„ ,,,„, 83 v.' ,%., 47,44, -- I% 0) /i 0 880 I,„i "..P.04 • "NI le 1 1 1'411,....... ,-, 1 V 47"w • r-v 06..... • • ..4----- S 00 AS 9 se , 39 951,u ; - •\--._ .•//e S , 2°4.78 r._ 30. ' W , 00 Se `% fr4 `SNQ ' ili _1 i 205. 49 - -6902,1 I,.. vet% ' A-7., 0) ir• I ""-----........ 402. ... , I ,,... ..., vz is p. 8.50.-""'". .." 1 ‘j V 00 I I 040 1• CO # „ %je 20.02 4/ 4 .0 0 6, ; ov- / •••••.....„............., z ...* .4t . sS ,to. (V / co 1 „/ 4 -- '0 4, .eq,9 h, - 1, -- 41, .4.,.., ---.., 8 p.,.. , . a9 • . 0 & , 41 /03 sQFre"( orl)C6 . /6. ty • • S.e\..i • A• a w4L=.,1LV..0 07 y- 3S. P/ E •' CgH 9E 9s47-k•• L,‘•ot.0°r,4 C1i.-io,0,%.0v,e1._..yTi-A v7. 2.L51..„50 918C„Y6•.-ce2-j is , PLAN OF LAND IN BAR NSTABLE , MASS 0 0Mo- 7 V _ (44 al6 0 FOR PAUL LLc , / 1 DOROTHY L VETTERLING & SALLY D MARCH • AND -- LAN CrF 1/ , JUNE 12, 1989 0 20 40 60 80 tu E00 .N.0 SCALE IN FEET I"=40' 44, -04/ /flit IZI • 60 Q.• CUMMAQUID SURVEY , INC. • I?. `9* Stae 0 • 4/441k •99 Tr 45 COLLIE LANE BARNSTABLE COUNTY eo 4 REGISTRY OF DEEDS A TRUE COPY,ATTEST • 4/ Ou7 i CUMMAQUID , MASS . * . ( JOHN F.MEADE,REGISTER ito 0. . gt/4/ ‘. • APPROVAL UNDER THE SUBDIVISION CONTROL LAW NOT REQUIRED. to/ I CERTIFY THAT THIS PLAN CONFORMS WITH DATE.+01014 dei An so* • • • • $ • /11W TN, I THE RULES AND REGULATIONS OF THE REGISTER / . „‘ atr ,.h . OF DEEDS. A i _ ‘. , z: ee4-, . ,. BA- STABLE PLANNING BOARD •„ . amoo _ / A r'\ *le kk' s j • JUNE 12, 1989 REG. LAND SURVEYOR • • _ NOTE- NO DETE- . ,ATION AS TO COMPLIANCE WITH ZONING - 1 , REQUIREMENTS HAS BEEN MADE OR INTENDED BY THE 1., • , • , ABOVE ENDORSEMENT. , _ ____ — r __. , _ •_ _ _......2:_______- -, nEED REF. - BK. 3704 PG. I 95 AND CT F. 91392 1 1 h 1 1 I 11 BARNSTABLE I HARBOR N INVERT ELEVATIONS : DESIGN CRl TER IA : INVERT AT BUILLOING: 25.4 DESIGN FLOW: 1 /1 1 INVERT IN SEPT/C TANK: 25.2 5 BEDROOMS AT I10 G.P,D. PER ACCESS COVERS MUST BE WITHIN C� 9" M/XIII MUM. INVERT OUT SEPTIC TANK: 24,95 BEDROOM EQUALS 550 G.P.D. 1 Co MERLE RO6" OF FINISH GRADE 3' MA MUM COVER 28.0 FIRST 2' TO INVERT IN D/ST. BOX: 24.87- fL OCUSA BE LEVEL M/N 2" OF PEASTONE INVERT OUT D!ST. BOX: 2L 7 - NO GARBAGE GRINDER -}A lye== 1 .111111111'..--IIMMIIIIMUviii . INVERT !N LEACH CHAMBER: 24.5SEPTIC TANK REQUIRED: 4• DIAM PIP �' - • _ 3/4" - I l/2' D/A. BOTTOM OF LEACH CHAMBER: 22.5 - 550 G.P.D X 200% - 1100 GAL. - v 12 1 ,� u 24 7 f?7;'' DOUBLE WASHED STONE ADJUSTED GROUND WATER: N/A SEPTIC TANK PROVIDED: 1500 GAL. MIN. ` 25,35 'v BAFFLE ,• • • • �l� 22 5 OBSERVED GROUND WATER: N/A 6A 25. 15 24.5 BAFFL1. ��� R�uTE BOTTOM OF TEST HOLE #I: 15.6 - SOIL ABSORPTION SYSTEM REQUIRED: / y 1 E \\ ♦ \\ • \\ `\ ,„,. .,. °. , ..ba� 3 OUTLET 5-500 GAL LEACHING CHAMBERS DESIGN PERC RATE ( 8 M/N/INCH airilliti ., /! / I I [ l \ `\ \ \ ` D-BOX W/4' STONE AROUND. 12.8'x x 50.5'1 x 2'd - `4o / , I 1 i c, 1 \ \ \ \ \� 1500 GAL SOIL TEXTURAL CLASS - I / I 1 + 1 1 \ \ \ \ ROUTE 6 / ` \ \ \ SEPT/C TANK 6' CRUSHED STONE OR EFFLUENT LOAD!NG RATE - 0.66 GPD/SF 1 \ \ / t 1 / // N t 1 \\ \\ \\ \�, \\ COMPACTED BASE 550 GPD / 0.66 GPD/SF - 834 S.F. REQUIRED / / / i 1 1 \ \ \ a, \ _ / ! / + + ` \ \ ` ` PRQ/- l L E : NOT TO SCALE PROVIDED: 5-500 GAL LEACHING CHAMBERS LOCUS MAP / 1 \ \ t /// ;J /I I \ \\ W/4' STONE AROUND. A-899 S.F. 50.00' tk./ // / ti 1 ` t/ / \\ 899 S.F. x 0.66 - 594 G.P.O. S 89°20'02'E / 1 1 / • // II I! 11 1 ` // % � // /-��` / / ,/ \ i 1 ! ! t i / // / 1 i i 1 I // / 1 _-__-_ 1 �/ 1 I + I / 1 I EDGE OF PAVEMEN 27.6 / \\ 1 i ` ` /// /! /, 1 / - -..``` ---- _----- - DRIVE _-__- 1 // I , i 1 / / ( 1 / �"` \ EDG`e / i i t 1 / / I / �`-` 0 P:414 BLUESTONE -- / -------- - / �/ / 78°30tP9. 1, 1 / i `� .- /!� i I6'S'0 ( •ii 'f4 ! JJ 193.94 • r- \ • / / L O T 78 N M / I { + 1 i I 1 /lam„ I-w / // �a�` PROPOSED DRIVEWAY 4. /03f S.F/ 1 ' /'• _ 111! _ try .� /! 4/' i 1 ( + lI PROPOSED DRIVEWAY / \ T i S 88° IO'47 W h i / TRANS/TEL PED I &`) z' ii I cN, I 1 ,....,61k I I ---. N. N / TP#I I I 1 I 1 / i 1 .--- o r_ _ 4p•Y 1 i 1 'B ' GENERAL NOTES w / I I ` t 1 \\ 2k/ 1 +24•: `� \ \ \\ 1. THIS PLAN I S FOR THE DESIGN AND CONSTRUCT ION \ \ \ y OF THE SEWAGE DISPOSAL SYSTEM AND PERM TT I NG SOIL REMOVAL _-. I \ \`\ `\\ \\ \\ PURPOSES ONLY. SEE NOTE 9. .' �\ ; o�o2 c 1 1 \\ \\ \ g`': N.)coo ; 1 \ • \ \ 2. VERTICAL DATUM I S ASSUMED. FOR BENCH MARKS 10% 's' �Z i -I. 1 \ \ \ 1 �\ 1 •oo*. - 1 i \ 4.500 GALLON \ 1 r_� 1 + , ` \ S 0 l L TEST P l T DA JTA e SET. SEE S/TE PLAN. 1 1500 GALLON LEACHING CHAMBERS :i t 1 � SEPTIC TANK \ Z0 \ 1 +22, \ W/4' STONE AROMA ":: paBox 1 `� \ \ \ INDICATES v INDICATES 3. ALL CONSTRUCTION METHODS AND MATERIALS AND \♦ `�� �� :. . : +25.6 \ 1\ >\ `\ \\ , PERCOLATION _ OBSERVED MAINTENANCE OF THE SEPTIC SYSTEM SHALL \ TEST GROUNDWATER CONFORM TO MASS. D.E.P. TITLE 5 AND LOCAL ‘\°•'` '• �, ,�• '` TP� 41111 �`'` `\ \ P#9927 BOARD OF HEALTH REGULATIONS. � \ \ ‘ 0 WillPROPO ED GARAGE \ TP #I TP #2 TP #3 24.it \ >cp \ \ \ L \ --..\FL-25. \ \ \ 4. ALL SEPTIC SYSTEM COMPONENTS LOCATED UNDER \ V� o \ \ \ HOR/ZON TEXTURE COLOR HOR/ZON TEXTURE COLOR HOR/Zc)N TEXTURE COLOR AREAS SUBJECT.TO °VEHI CULAR TRAFFIC OR GREATER \ „ TP+ 2 ♦ -- \ \ \ \ 0' 25.6 0' 26.5 0' 25.6 \ ;•:;: \ \ CAPABLEOF W• \p ` • \ 0 0 THAN 3' 'IN DEPTH SHALL BE TH • \`' \ `♦ i/ ���, ♦ s, • I STANDING H-20 WHEEL LOADS. `� .``- :,_♦ / `'a. / `.\ ♦ ♦ ♦ : ♦ 3' 25.4 3" - - 26,3 s• - - 25.4 A A - A - 5. ALL SEWER PIPE SHALL BE SCHEDULE 40 OR 1 N. \ .. / ---/ �`♦ \. ♦ LOAMY IOYR LOAMY /OYR LOAMY IOYR \ \,•�\ ,1 1\ 10 `\ \\ . \8 SAND 3/4 SAND 3/4 SAND 3/4 • ' \ \ _ _ APPROVED EQUAL. 1 \ \N +2S ``� �• w `\ `\ \ ♦ \` 9- LOAMY /OYR 25.9 /0--_ LOAMY /OYR 25.7 8' -_ LOAMY /OYR 24.9 ♦, - ,` `\\ ec. _ ,�- \\ \\ B SAND 5/8 B SAND 5/8 B SAND 5/8 6. SEPTIC TANK AND D-BOX SHALL BE REINFORCED N. \ G. 16\ �/ ��_Y_ +2�•9 ♦\ \� 24" 23.6 24-- ` 24.5 24'- - 23.6 PRECAST CONCRETE AND WATERTIGHT. D-BOX SHALL �� \\ - �. s,� \ :� C/ LOAMY 2.5Y Y� C / LOAMY 2,5Y - c 1 SANDY 10YR - BE WATER TESTED TO CHECK FOR LEVEL WHEN THERE :•, SAND 6/6 .•, SAND 6/6 LOAM 5/6 I S MORE THAN ONE OUTLET. ♦ \ // /. z7.s •♦N. •\\` \ ; COMPACT ♦ \ / ! \ ♦ • & - - \ i 60 (4 MP 54' • l8 M/l \ // / \ ♦ - _ _ _ 7. BEFORE CONSTRUCTION CALL 'DIG-SAFE". \\ \\\ \\\ �25.5 !// �I \♦\ \\ 96- l7.6 72' - 20,5 - - l-888-DIG-SAFE AND THE LOCAL WATER DEPT. \ \ Q BM. STAKE SET \ FOR LOCATION OF UNDERGROUND UT I L I T/ES. \\ \\ \\\ i /I // EL-28.I4 S\\ \\\ C2 LOAMY SAND IOYR C2 MED-COARSE /OYR - - - COMPACT 5/6 SAND & GRAV 6/8 \ \ \ \ ( i \ 8. SEPTIC SYSTEM INSTALLER SHALL NOTIFY THE ♦ I I ♦ 120' 15.6 96•- -. 18.5 96' I7,6 \1 `1 `\ \ 1 `. NO WATER NO WATER DESIGN ENGINEER TWO DAYS PRIOR TO CONSTRUCTION \ / ,� LOAMY SAND I OYR \ \ \ I I - C3 - OF THE SYSTEM TO ALLOW FOR SCHEDULING OF THE 1 \ \ i 1 3 COMPACT 5/6 cu \ \ \ I /J + \\ /2O' !6.5 CONSTRUCTION !NSPECT I ONS. 1 \ 1 1 1 \ NO WATER 0 1 I '`� ,;� • \\, i { 1 1 I ♦`N r\ N 9. ALL UNSUITABLE MATERIAL (A & B HORIZONS) er 1 4 j 1 1 S. N DATE: JANUARY 26. 2001 ENCOUNTERED BELOW THE INVERT OF THE LEACHING • N. ..' i I ; �N�� y TEST BY: STEPHEN HAAS FACIL I TY TO BE REMOVED FOR A DI STANCE OF 5' /( 1 1 I 1 +28.8 WI TNESSED BY: DONNA MIORANDI AROUND AND REPLACED W/TH SAND IN ACCORDANCE 1 / ! I ' PERC RATE: ( 8 MIN/INCH WITH TITLE 5. ! ! 1 to 04 1 t ► 1 // ► 1 1\ i 10. NO DETERMINATION HAS BEEN MADE AS TO I I I 1 \\ s COMPLIANCE WITH DEED RESTRICTIONS OR ZONING I 11 I 1 \\ a REGULATIONS. IT SHALL REMAIN THE CLIENTS II I! 1I !\ \\ \\ ��/ RESPONSIBILITY TO OBTAIN ALL PERMITS. SPEC/AL i / / t/ \`\ \\\ \\` ��.- PERMITS. VARIANCES ETC. FOR THIS PROJECT. I __ ! I 1 `\ II. IT SHALL REMAIN THE CLIENT'S RESPONSIBILITY / / 1 \ \ // ( \\ \ \ TO HAVE THE PROPOSED BUILDING FOUNDATION / / \ \ / , \ \ \ ^P DESIGNED TO ACCOUNT FOR THE EXIST/NG GRADE // ! \\ \ \\ ` tS� 1.rR'T f-• AND SOIL COND/TIONS AT THE LOCATION OF THE • \ / '< PROPOSED BUILDING. y :,:; ;; S / TE- PLAN OF LANO no , n ten', , ,I 87 DEACON COURT . MAP 300 . PARCEL 033 - 002 L o r s i` -� �-- 1 56, 316± S.F. z�/o6 BAR /VS TA BL E . /1MA . 3 6 PREPARED FOR : 0 LEGEND S C O T T C O P O E / P O o� ,, r■ CB CONCRETE BOUND 27 NYE ' S PO / NT WAY . CENTERV / LLE . MA O26/84.60• -W WA TER L I NE m�_rri , N >7° SCAL E : / " - 20 • JANUAR Y 3 / . 2006 -i �,' 31 /S-is, O HYDRANT v v o G OVERHEE EAGLE SURVEY I NG , I NC zW - �' OHW- HEAD WIRES * LIGHT POST 923 Route 6A -E- UNDERGROUND ELECTR/C LINE _, Y a r mo u t h p o r t , MA . 02675 -T- UNDERGROUND TELEPHONE LINE L"' <•'-/`i�111I / „ ( 5 0 8 ) 3 6 2-8 1 3 2 -CTV- UNDERGROUND CABLEVISION LINE -t\‘/ ( 508 ) 432-5333 +40.4 SPOT ELEVATION ----40- EXISTING CONTOUR 4o PROPOSED CONTOUR REV l SED: MARCH 24. 2006 0 10 20 40 JOB NO: 03-093 FIELD:CFW/EEK CALC: SAH/CFW CHECK: CFW DRN: SAH